HomeMy WebLinkAboutItem #1 Yellowstone Commons Div. 2 Preliminary Plat/a 0�t\
CHUBBUCK
I D A H O
Community Services Department
Development Services Division
290 E. Linden Avenue, Chubbuck, ID 83202
208.237.2430 — Fax 208.237.2409
www.CityofChubbuck.us
YELLOWSTONE COMMONS DIVISION 2 FIRST AMENDMENT
PRELIMINARY PLAT REQUEST - STAFF REPORT
CITY OF CHUBBUCK LAND USE AND DEVELOPMENT COMMISSION
REGULAR MEETING ON APRIL 12, 2022
STAFF FINDINGS SUMMARIZED
After reviewing the proposed Yellowstone Commons Division 2 First Amendment preliminary plat, Staff
finds that it appears to meet the code requirements with the following comments:
• Secondary irrigation facilities will be required to be designed and constructed in accordance
with section 16.12.230 of city code.
• Preliminary Plat recommendations are conditional upon City Council approval of the
preliminary plat for Yellowstone Commons Division 2 First Amendment.
FACTS
REQUEST: The applicant proposes a 1 lot Preliminary Plat for 1 multi -family residential building lot in the
Yellowstone Commons Division 2 First Amendment subdivision. It includes extending potable water and
sanitary sewer mainlines with services through the development. (see Exhibits 1 and 2).
BACKGROUND: This is the 1 st division of the Yellowstone Common Division 2 First Amendment subdivision.
TYPE OF COMMISSION ACTION: Quasi -Judicial (Subject to appeal; decisions must be supported by
the evidence and by applying law to the facts; decisions shall be based on the standards for
approval). Recommendation/approval of this preliminary plat shall be whether it meets the requirements
of the City of Chubbuck ordinance and State of Idaho statutes. The Commission may recommend
approval with or without conditions, may table a decision, or may recommend denial of the
application.
OWNER:
Wright Development Group —
LoganJohnson
1178 W Legacy Crossing Blvd.
Ste. 100
Centerville, UT 84014
PROFESSIONAL SERVICES:
Kunz Engineering
280 East 260 South
Orem, UT 84058
LOCATION: NW 1/4 of Section 10, Township 6 South, Range 34 East, of the Boise Meridian. Generally
located at SE corner of Hawthorne Rd. / Knudsen Blvd. intersection.
SITE CHARACTERISTICS & ZONING:
CURRENT ZONING: General Commercial (C-2)
CURRENT LAND USE: Agricultural
PROJECT SIZE: ±10 acres
VIEWS: Generally visible from all directions
TOPOGRAPHY: Generally flat
EXISTING STRUCTURES: None
RECENT TRAFFIC COUNTS:
2021: Knudsen Blvd at Hawthorne Rd, 4254/day
2021: Hawthorne Rd at Knudsen Blvd, 14550/day
2021: Chubbuck Rd at Hawthorne Rd, 15846/day
SURROUNDING LAND USES AND ZONING
NORTH: Agricultural; Agriculture (A) zone
EAST: Agricultural; General Commercial (C-2) zone
SOUTH: Agricultural; General Commercial (C-2) zone
WEST: Residential; Limited Residential (R-2) zone
SERVICES:
ACCESS STREET: Current access from Knudsen Blvd. with 1 additional access from Hawthorne Rd.
FIRE/EMS PROTECTION: City of Chubbuck Fire Department.
SANITARY SEWER: City of Chubbuck Sewer Utility Department.
CULINARY WATER: City of Chubbuck Water Utility Department.
PROCEDURES:
1. In accordance with City Code 17.12.030-050 and Resolution 2020-03, a complete petition and
fees for a preliminary plat were filed with the City and which contained the appropriate
documents and waiver requests pursuant to 17.12.040.
2. In accordance with City Code 17.12.100, the application is scheduled to be heard at the April 12,
2022 Regular Meeting of the Land Use and Development Commission.
3. In accordance with City Code 17.12.080, notice were provided as follows:
a. Notices posted on the subject property.
b. Notices provided to City departments, other government agencies, and affected public
utility providers.
APPLICABLE LAWS AND PLANS:
1. Idaho Code
a. §50-13, Plats and Vacations
b. §67-6513, Subdivision Ordinance
2. Chubbuck Comprehensive Plan (as amended)
3. Chubbuck City Code
a. Title 16, Land Improvement Standards
b. Title 17, Land Development
c. Title 18, Land Use
PUBLIC COMMENTS:
1. No written comments were received as of this report.
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CHUBBUCK
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290 E. Linden Avenue, Chubbuck, ID 83202
208.237.2430 — Fax 208.237.2409
www.CityofChubbuck.us
STANDARDS FOR REVIEWING A PRELIMINARY PLAT
1. Does the Preliminary Plat comply with applicable laws and ordinances?
CITY CODE TITLE 17- LAND DEVELOPMENT
Compliant
Standards and Staff Comments
Yes
No
N/A
City Code
City Standard and Staff Comments
x
17.12.030,
Copies to be Submitted, Notice and Fee
17.12.050
Staff
The applicant has completed the requirements of these
Comments
sections.
Department
Public Works:
x
Comments
The department has reviewed the applicant's proposal for
compliance and finds that it meets the code requirements.
Concerns have been addressed by the applicant.
x
Department
Maintenance / Operations:
Comments
The department has reviewed the applicant's proposal for
compliance and finds that it meets the code requirements.
Concerns have been addressed by the applicant.
x
Department
Fire Department:
Comments
The department has reviewed the applicant's proposal for
compliance and finds that it meets the code requirements.
No concerns.
x
Department
Police Department:
Comments
The department has reviewed the applicant's proposal for
compliance and finds that it meets the code requirements.
No concerns.
CITY CODE TITLE 17 — PRELIMINARY PLAT STANDARDS
Compliant
Standards and Staff Comments
Yes
No
N/A
City Code
City Standard and Staff Comments
x
17.12.150
Form of Presentation
Staff
Applicant has provided all information required of this section.
Comments
x
17.12.160
Identification and Descriptive Data
Staff
Applicant has provided all information required of this section.
Comments
x
17.12.170
Existing Conditions Data
Staff
Applicant has provided a preliminary plat showing existing
Comments
contours, locations of existing water and sewer systems, street
names and rights-of-way, and all other information required of
this section.
x
17.12.180
Proposed Conditions Data
Staff
Applicant has provided a preliminary plat showing proposed
Comments
conditions including lot dimensions, easement use and
locations, and street layout including proposed dedication of
additional right-of-way.
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CHUBBUCK
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290 E. Linden Avenue, Chubbuck, ID 83202
208.237.2430 — Fax 208.237.2409
www.CityofChubbuck.us
x 17.12.190 Proposed Utility Methods
Staff Water and sewer will be extended into the development,
Comments applicant has provided service locations shown on the
Dreliminary plat.
CITY CODE TITLE 78- LAND USE
Compliant
Standards and Staff Comments
Yes
No
N/A
City Code
City Standard and Staff Comments
18.08.042A
Height and area Regulations
x
Staff
This is proposed in the C-2 zone and is limited to 70 ft high and
Comments
0 minimum lot size.
18.08.044
Lot Width to depth ratio
x
Staff
This is proposed in the C-2 zone, maximum ratio is 1:5
Comments
PUBLIC IMPROVEMENT REQUIREMENTS
Improvement
Description
Water mainlines with services will be constructed and connected to existing
Water
water mainlines.
Sewer
Sewer mainlines with services will be constructed and connected to existing
sewer mainlines.
Streets
Right-of-way has been dedicated and the street has been constructed per
16.12.020C and in accordance with the comprehensive plan.
Storm Drainage
Storm water from the street will be retained in the roadway drainage Swale, while
storm water from the lots will be required to be retained on site.
Secondary irrigation facilities will be designed and constructed in accordance
Pressurized Secondary
with section 16.12.230 of city code. Applicant shall connect to the existing City
Irrigation
irrigation system and utilize irrigation water provided from Fort Hall Irrigation
Project.
Parks
Park impact fees will be required for this development.
OTHER AGENCY COMMENTS AND REQUIREMENTS
Agency I Comment
BTPO
Bureau of Indian Affairs
Cable One
Century Link
Direct Communications
ID Fish and Game
ID Transportation
Idaho Power
Intermountain Gas
School District 25
SE Idaho Public Health
US Postal Service
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CHUBBUCK
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No comment received.
No comment received.
No comment received.
No comment received.
No comment received.
No comment received.
No comment received.
No comment received.
No comment received.
No comment received.
No comment received.
No comment received.
290 E. Linden Avenue, Chubbuck, ID 83202
208.237.2430 — Fax 208.237.2409
www.CityofChubbuck.us
EXAMPLE MOTIONS
APPROVAL:
Having reviewed the petition materials, staff report, and all testimony presented before and by the City
in this hearing as part of the record against criteria established by City Code 17.12.100, and having
found that those criteria for approving a preliminary plat request are satisfied, I move to recommend
approval of the preliminary plat as described in the application materials to the City Council with the
following conditions and waiver recommendations:
1. (if found necessary by LUDC).
APPROVAL (NO CONDITIONS):
Having reviewed the petition materials, staff report, and all testimony presented before and by the City
in this hearing as part of the record against criteria established by City Code 17.12.100, and having
found that those criteria for approving a preliminary plat request are satisfied, I move to recommend
approval of the preliminary plat as described in the application materials.
DENIAL:
Having reviewed the petition materials, staff report, and all testimony presented before and by the City
in this hearing as part of the record against criteria established by City Code 17.12.100, and having
found that those criteria for approving a preliminary plat request are not satisfied, I move to
recommend denial of the preliminary plat request as described in the application materials.
I find that the petition fails to comply with... [CITE SPECIFIC STANDARD WHICH IS NOT MET AND
DESCRIBE WHY IT WAS NOT MET].
SPECIAL CONSIDERATIONS FROM IDAHO CODE:
• I.C. 67-6513: Denial of a subdivision permit or approval of a subdivision permit with conditions
unacceptable to the landowner may be subject to the regulatory taking analysis provided for
by section 67-8003, Idaho Code, consistent with the requirements established thereby.
REPORT: Sean Harris, Development Services Staff comments in this report are based solely
Manager
sharris@cityofchubbuck.us
(208) 237-2430
DATE: April 4, 2022
1. Reference Map
2. Application for Preliminary Plat
3. Plat
4. Narrative for Preliminary Plat
5. Maps
a. Future Land Use
CHUBBUCK
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upon evidence available at the time of the
report. Additional information may be
brought to light at or before the hearing.
EXHIBITS
290 E. Linden Avenue, Chubbuck, ID 83202
208.237.2430 — Fax 208.237.2409
www.CityofChubbuck.us
b. Current Zoning
6. Evidence of Notice
a. Site Postings
b. Agency notices on file w/staff
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CHUBBUCK
1 0
290 E. Linden Avenue, Chubbuck, ID 83202
208.237.2430 — Fax 208.237.2409
www.CityofChubbuck.us
Exhibit 1:
Reference Map - Yellowstone Commons Division 2 First Amendment
Interstate 86
CHUBBUCK
101HO
290 E. Linden Avenue, Chubbuck, ID 83202
208.237.2430 — Fax 208.237.2409
www.CityofChubbuck.us
CHUBBUCK
1 0
290 E. Linden Avenue
Chubbuck,ID 83202
208.237.2430 — Fax 208.237.2409
www.CityofChubbuck.us
PRELIMINARY PLAT
APPLICATION
Aug. 2021 Form
PAGE 1 OF 5
Requirements and procedures for Preliminary Plat applications are found in section 17.12.030 — 1712.190 of municipal code. The following
must be completed and submitted with all required documents in order to progress to the next stage of the review process; failure to submit a
complete application packet may result in additional fees.
DATE RECEIVED: INITIALS: FEES PAID? Y N AMOUNT:
SECTION A -DEVELOPER/APPLICANT INFORMATION
Al.
Name
Wright Development Group - Logan Johnson
A2.
Mailing Address
1178 W Legacy Crossing Blvd Ste. 100
City State
Zip Code
Centerville UT
84014
A3.
Phone Number (including area code)
A4.
Email Address
801.773.7339
logan@wrightdevelopment.com
SECTION B - PROFESSIONAL SERVICES INFORMATION
B1.
Firm Name
Kunz Engineering
B2.
Mailing Address
280 East 260 South
City State
Orem UT
Zip Code
84058
33.
Point of Contact (Name)
34.
Email Address
Robert Kunz
robertdkunz@gmail.com
SECTION C -SITE INFORMATION
Cl.
Site Address City Zip
C2.
Tax Parcel #(s)
SEC of Knudsen and Hawthorne Chubbuck 83202
RPRCYC2000202
C3.
Current Land Use
C4.
Are there existing structures on-site?
Vacant/Commercial
❑ Yes ❑■ No
C5.
Is the site under contract or in the name of the developer/applicant?
C6.
Approximate size of property
❑■ Yes ❑ No
10 Acres
C7.
Are there any existing items of which Staff should be aware?
C8.
Does the site contain irrigation water rights?
❑ Yes Q No If yes:
❑■ Yes ❑ No
If yes, which company/district:
Fort Hall Irrigation Project
CHUBBUCK
1 0
290 E. Linden Avenue
Chubbuck,ID 83202
208.237.2430 — Fax 208.237.2409
www.CityofChubbuck.us
PRELIMINARY PLAT
APPLICATION
Aug. 2021 Form
PAGE 2 OF 5
SECTION D — PROPOSED DEVELOPMENT INFORMATION
D1.
Plat Name
D2. Number of Lots
YELLOWSTONE COMMONS - DIVISION 2 FIRST AMENDMENT
2
D3.
Type of Land Uses within development (residential, commercial, industrial, etc.)
D4. Water & Sewer Needs
Residential (Multifamily)
Yes
D5.
Are there any issues related to the development of which Staff should be aware prior to meeting?
❑ Yes ❑■ No If yes:
Will the development contain any commonly -owned and/or maintained improvements (stormwater facilities, community mailboxes, streets,
D6.
parks/playgrounds, etc.)?
❑■ Yes ❑■ No If yes, what? stormwater facilities, community mailboxes, parking lots, etc.
Will the development contain any land within a designated floodplain (FEMA or Chubbuck?
❑ Yes ❑■ No If yes, what zone?:
D7.
If yes, how do you intend to minimize flood damage to structures, and public utilities and facilities such as sewer, gas, water, and electrical systems??
If yes and the proposal contains more than 50 lots or more than 5 acres, whichever is lesser, and there no base flood elevations
established for the floodplain, you must submit base flood elevation data with the application package.
Only for plat containing residential units: The City has adopted Parks Impact Fees with requirements that parks impact fees are due when building permits
for residential units are issued. There may be times when the developer proposes to dedicate land and/or construct park improvements to satisfy the parks
impact fee funding obligation in whole or in part. Which is anticipated with this development?
D6.
❑ No public arks/park land are proposed with this phase, or any public parks/park land will benefit only this development, parks
impact fees will be collected
❑ Public parks/park land are proposed that will benefit more than just this development, parks impact fees may be adjusted only by
agreement between the city and the developer prior to construction, fund, or contribution based on the present value of system
improvements and land in accordance with Chapter 17.28 of municipal code.
SECTION E — ADDITIONAL SUBMITTAL REQUIREMENTS
E1.
Preliminary Plat Application Fees: Total # of lots 2 X $5.00 + $203.00 base fee = $ 213 total due
E2.
Master Plan, for any preliminary plat that is a portion of a large parcel, part of a larger group of commonly held parcels, or
part of a larger development which has been, or shall be developed by the developer, shall be accompanied by a master plan
submitted during the preliminary platting process. A master plan must be submitted with each preliminary plat filed.
E3.
Preliminary codes, covenants, and restrictions (CC&Rs) addressing maintenance of commonly owned improvements and/or
land, if the development will contain any commonly owned improvements and/or land. For purposes of this requirement,
commonly owned improvements include stormwater facilities, cluster mailboxes, private open space/parks/amenities, etc.
E4.
Narrative indicating how the approval criteria for preliminary plats are addressed. Approval criteria are as follows (17.12.100):
1. The subdivision proposal complies with applicable provisions of this title.
2. The subdivision proposal complies in principle with all applicable city design standards and development regulations.
CHUBBUCK
1 0
290 E. Linden Avenue
Chubbuck,ID 83202
208.237.2430 — Fax 208.237.2409
www.CityofChubbuck.us
PRELIMINARY PLAT
APPLICATION
Aug. 2021 Form
PAGE 3 OF 5
3. The subdivision proposal complies with all applicable zoning requirements of the underlying zoning district, applicable
overlays, and other applicable development standards.
4. All public facilities including streets, sidewalks, curbs, gutters, secondary pressurized irrigation, water, sewer, fire
protection, and sanitation services can be provided to the newly created lots and accommodate future extension to
adjacent land. The use of a "control strip" intended to control or prevent the future extension of public facilities or
development of adjacent land is prohibited.
5. If city public works determines that the proposed subdivision will result in significant traffic impacts then a "traffic impact
study" will be required as part of the commission's review. A significant traffic impact is generally defined as occurring
when:
a. A proposed development or redevelopment of a site will generate 100 or more new peak hour trips; or
b. The added volume is equal to 1,000 vehicles per day.
6. The proposal provides for a continuation of a connected transportation system unless topography or natural features
prevents a connection to abutting streets or property.
7. The proposed subdivision provides for bicycle and pedestrian transportation routes and amenities in accordance with
Bannock Transportation Planning Organization's adopted bicycle and pedestrian plans.
8. Public utilities are provided to the newly created lots in public rights of way or in appropriately sized easements.
E5. If the development contains area with any FEMA or City of Chubbuck designated floodplains, the following must be
submitted:
1. If the development, either within a single phase or as part of a larger planned development, contains more than 50 lots or
5 acres, whichever is less, base flood elevations shall be determined prior to filing an application for a preliminary plat
and said determinations must be submitted with the application package.
2. If the development, either within a single phase or as part of a larger planned development, contains more than 50 lots or
5 acres, whichever is less, evidence must be submitted demonstrating that a CLOW application has been filed with
FEMA.
E6. Because every application is different, rules and regulations may differ and staff may require additional information or
submittals before an application can be deemed complete and ready for the review process beyond staff level.
290 E. Linden Avenue
lao�t-\ Chubbuck,ID 83202
— Fax 208.237.2
CHUBBUCK 208.www.Cit www.CityofChubbuck.us 409
10AH0
PRELIMINARY PLAT
APPLICATION
Aug. 2021 Form
PAGE 4 OF 5
E7. PDF Drawings drawn according to municipal code containing the following:
Code Reference
Staff
Reviewers
Initials
Preparer's
Initials
Description
17.12.150 —17.12.160
Presentation & Descriptive Data
• Drawing Size (11"x22" minimum through 22"x34" maximum)
• Proposed Name
• Location of Development by Section, Township, Range
• Reference to Section or Quarter Corner (dist. & Bear.)
• Name, Address, Phone Number of Developer
• Name, Address, Phone Number of Engineer/Surveyor
• North Arrow
• Date of Preparation (Including Revisions)
• Vicinity Map
17.12.170
Existing Conditions
• Existing Contours @ adequate Interval
• Existing Features
• Existing Utilities
• Existing R -O -W, easements, public areas, corporation lines
• Instrument # for parcels with common boundaries
• Existing & proposed zoning
• Total acreage
• Boundary dimensions
17.12.180
Proposed Conditions
• Street layout (including width)
• Street names
• Connections to existing streets
• Lot dimensions
• Lot numbers
• Total number of lots
• Location, width, and use of easements
• Designation of land for public use (parks and open space)
17.12.190
Proposed Utility Methods
• Proposed sewage disposal
• Proposed water supply
• Proposed storm water disposal
• Proposed secondary pressurized irrigation (if the site has irrigation
rights)
15.54 (adopted 6/3/20)
Floodplain requirements (N/A if there is no floodplain in the development)
0 Floodplain boundaries, type, and BFEs
290 E. Linden Avenue PRELIMINARY PLAT
Chubbuck,ID 83202
CHUBBUCK 208.237.2430 — Fax 208.237.2409 APPLICATION
www.CityofChubbuck.us Aug. 2021 Form
loneo PAGE 5OF5
SECTION F- CERTIFICATION
• I, the undersigned, hereby certify that the information herein and attached hereto is true and correct to the
best of my knowledge.
• 1 agree to comply with all provisions of ordinances and laws governing this type of work, whether specified
herein or not.
• 1 am aware that if this application is not complete, the preliminary plat review process will not continue until
it is so deemed by the City upon further submission of materials.
• 1 hereby authorize the filing of this application and grant approval of on-site review of the development
described herein.
• 1 certify that I am authorized to file this application.
F1. Signature F2. Printed Name F3. Date
Logan Johnson 3/11/2022
SECTION G -FOR STAFF USE ONLY
G1. COMPLETENESS REVIEW:
Deemed complete?
Reviewed by: Date:
❑ Yes ❑ No If no, list concern(s):
Applicant Notified?
❑ Yes ❑ No Comments:
Chubbuck Property
Traffic Impact Study
Prepared for:
Spencer Wright
Wright Development Group
1178 West Legacy Crossing Blvd Ste 100
801.773.7339
Prepared by:
Hunt Engineering, LLC
6619 Willow Creek Rd.
Mountain Green, UT 84050
801.664.4724
Thomas Hunt, PE
HINT
EN-31NFERIN-G. LLC
March 14, 2022
Updated: March 28, 2022
March 28, 2022
Chubbuck City
290 East Linden Ave.
Chubbuck, ID 83202
(208) 237-2430
RE: Chubbuck Development — Chubbuck, ID — Traffic Impact Study
As per your request, we are submitting to you this report of the traffic impact study for the
proposed multi -family development located on the southeast corner of Knudsen Blvd and
Hawthorne Rd in Chubbuck, ID. This land is currently undeveloped, and it is proposed that 5
apartment buildings with a total of 200 apartment units be built at this location. It is projected
that this development will generate 200 AM, 200 PM peak hour trips with 2,400 total daily
trips. The site is planning to utilize the two existing curb cuts on Knudsen Blvd and relocate
the existing access on Hawthorne Rd.
A traffic study was performed at the following intersections to determine the impact the
development would have on the existing roadway and traffic patterns:
- Hawthorne Rd / Knudsen Blvd
- Knudsen Blvd / Zebe Ln
- Yellowstone Ave / Knudsen Blvd
- Hawthorne Rd / Chubbuck Rd
To perform this report, manual traffic counts were obtained on multiple days during the AM
and PM peak hours in February and March of 2022. Based on this information, an analysis for
how the existing intersections currently function versus the proposed development conditions
was completed. This analysis shows that the proposed development does not negatively impact
the overall Level of Service at any of the existing intersections and no mitigation measures are
needed.
It is my professional opinion that upon completion of this project, it will not significantly alter
the existing traffic patterns, and should be permitted per the traffic data and improvements
contained within this report.
If you have any questions, or we can be of further assistance, please let us know.
Sincerely,
Thomas Hunt, P.E.
Hunt Engineering, LLC
6619 Willow Creek Road
Mountain Green, UT 84050
thomas.hunt@hunt-engineering.com
�IVMT
E NG iN CEF ING. LLC
ITEM
Executive Summary
Key Findings
Introduction & Summary
Area Conditions
Analysis of Existing Conditions
Projected Traffic - 2023
Results — 2023
Conclusions and Recommendations
Appendix
XTAAiTT,'
Vicinity Map
Site Layout
Existing Peak Hours Traffic Volumes
Trip Distribution 2023
Projected Traffic Conditions (2023)
3
Table of Contents — Chubbuck
Hawthorne Blvd & Knudsen Rd — Chubbuck, ID
4
4
6
9
12
14
17
18
19
List of Figures — Chubbuck
Hawthorne Blvd & Knudsen Rd — Chubbuck, ID
T,Tf� T TT) T-
1
2
3
4
5
Traffic Impact Study
Chubbuck Property, ID
Executive Summary
The Chubbuck Development is a proposed multi -family development that is planning to
be open in 2023 at the southeast corner of Hawthorne Rd and Knudsen Blvd. The land is
10.0 acres in size and is currently undeveloped. It is proposed that 200 Apartment Units
be built at this location. It is projected that this development will generate 200 AM, 200
PM peak hour trips with 2,400 total daily trips. The site is planning to utilize the two
existing accesses on Knudsen Blvd and relocate the existing access on Hawthorne Rd to
the property line to function as a shared access for any future development to the south.
A traffic study was performed at the following intersections to determine the impact the
development would have on the existing roadway and traffic patterns:
o Hawthorne Rd / Knudsen Blvd
o Knudsen Blvd / Zebe Ln
o Yellowstone Ave / Knudsen Blvd
o Hawthorne Rd / Chubbuck Rd
The purpose of this study is to assess the existing traffic flow and distribution, forecast
the additional traffic generated from the development on opening day (2023) with the
surrounding developments being in place to determine the projected Level of Service to
determine the impact these developments would have on the existing traffic flow and
what mitigations may be needed.
Key Findings
• Existing 2022 Traffic conditions:
o The existing Hawthorne Rd & Knudsen Blvd intersection is operating at a
Level of Service B in the AM & PM Peak.
■ No mitigation measures are needed.
o The existing Yellowstone Ave & Knudsen Blvd intersection is operating at a
Level of Service D in the AM & PM Peak.
■ Left Turn movements currently have some delay that causes some
queueing issues. In discussion with city staff, these are existing issues
that will not affect our project approval.
o The existing Hawthorne Rd & Chubbuck Rd intersection is operating at a
Level of Service B in the AM & PM Peak
■ No mitigation measures are needed.
• Development 2023: It is projected that this development will generate 200 AM, 200
PM peak hour trips with 2,400 total daily trips. There is a slight increase in delay at
each intersection, but the Level of Service grade remains the same at each
intersection.
0
0
4
Traffic Impact Study
Chubbuck Property, ID
o The projected Hawthorne Rd & Knudsen Blvd intersection has a slight
increase in delay but remains at an operating Level of Service B in the AM &
PM Peak.
■ No mitigation measures are needed.
o The projected Yellowstone Ave & Knudsen Blvd intersection has a slight
increase in delay but remains at an operating Level of Service D in the AM &
PM Peak.
■ Left Turn movements currently have some delay that causes some
queueing issues. In discussion with city staff, these are existing issues
that will not affect our project approval.
o The projected Hawthorne Rd & Chubbuck Rd intersection has a slight
increase in delay but remains at an operating Level of Sercie B in the AM &
PM Peak.
■ No mitigation measures are needed.
o Site Accesses
The two accesses on Knudsen Blvd will be utilized to service this site
and they function at a Level of Service A and have a center two way
left turn lane for all left turn movements.
There is an existing curb cut/access on Hawthorne Rd. This curb cut
will be relocated approximately 110' further south and away from the
existing intersection, improving the overall functionality of the
roadway.
Traffic Impact Study
Chubbuck Property, ID
Introduction and Summary
This report presents the findings of the Traffic Impact Study (TIS) performed for the
Chubbuck Development. The proposed development is a multi -family project that is
planning to be open in 2023 at the southeast corner of Hawthorne Rd and Knudsen Blvd.
The land is 10.0 acres in size and is currently undeveloped. It is proposed that 200
Apartment Units be built at this location. It is projected that this development will
generate 200 AM, 200 PM peak hour trips with 2,400 total daily trips. The site is
planning to utilize the two existing accesses on Knudsen Blvd and relocate the existing
access on Hawthorne Rd to the property line to function as a shared access for any future
development to the south.
A traffic study was performed at the following intersections to determine the impact the
development would have on the existing roadway and traffic patterns:
o Hawthorne Rd / Knudsen Blvd
o Knudsen Blvd / Zebe Ln
o Yellowstone Ave / Knudsen Blvd
o Hawthorne Rd / Chubbuck Rd
This report addresses the impacts based on Level of Service (LOS) values calculated by
delay per vehicles. It is determined that all intersections function at an acceptable level
of service with no required mitigation measures.
This project location is shown in Figure #1 and the site plan is shown in Figure #2.
Trak Impact Study
Chubbuck Property, ID
Figure #1 Vicinity Map
Knudsen Blvd & Hawthorne Rd I Chubbuck, UT
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Site Information
LOCATED IN: CHUBBUCK CITY, CHUBBUCK COUNTY
O
LO
ORIGINAL PROPERTY: 435,600 SF (10.0 ACRES)
BUILDING AREA: 83,252 SF APARTMENTS (192 UNITS)
zz
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5,377 SF OFFICE/8 APT UNITS
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16,712 SF GARAGES (74 GARAGES)
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200 TOTAL UNITS
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20 UNITS PER ACRE
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HARD SURFACE AREA: 173,245 40.0%
p
LANDSCAPE AREA: 157,014 36.0%
O
PARKING: 325 STALLS PROVIDED
74 GARAGES
397 TOTAL STALLS
1.99 STALLS/UNIT
mm
Scale: 1 " = 40'
ENGINEERS STAMP
PROJECT INFO.
Engineer:
Drafter:
T. HUNT
T. HUNT
Start Date:
03/14/2022
Name:
CHUBBUCK PROPERTY
SHEET
4 9
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Date
ENGINEERS STAMP
PROJECT INFO.
Engineer:
Drafter:
T. HUNT
T. HUNT
Start Date:
03/14/2022
Name:
CHUBBUCK PROPERTY
SHEET
4 9
SHEETS
Traffic Impact Study
Chubbuck Property, ID
Study Area Conditions
Yellowstone Ave / Knudsen Blvd: This is a 4 -way signalized intersection.
Yellowstone Ave has two thru lanes, a dedicated left turn lane and a shared thru/right turn
lane going northbound and a dedicated right turn lane going southbound. The posted
speed limit is 35 mph and it carries just over 20,000 vehicles per day.
Knudsen Blvd is a 2 -lane roadway and the eastbound direction at the intersection has one
dedicated left turn lane, one thru lane and one dedicated right turn lane. West bound, this
roadway has a dedicated left turn lane and a shared thru/right turn lane. The posted speed
limit is 35 mph and it carries roughly 12,000 vehicles per day.
Knudsen Blvd / Zebe Ln: This is a 2 -way stop controlled intersection.
Knudsen Blvd is a 2 -lane roadway with a TWLTL in each direction. The posted speed
limit is 35 mph and it carries roughly 12,000 vehicles per day.
Zebe Lane is considered a minor roadway that serves a few businesses. It has a dedicated
left turn lane and shared thru/right turn lane going north bound. The southbound
direction of Zebe Ln is not currently developed. The posted speed limit is 25 mph and it
carries roughly 500 vehicles per day.
Hawthorne Rd / Knudsen Blvd: This is a 4 -way signalized intersection.
Hawthorne Rd northbound is a 2 -lane roadway with a dedicated left turn lane and
dedicated right turn lane. Hawthorne Rd southbound is a one -lane roadway with a
dedicated left turn lane and shared thru/right turn lane. The posted speed limit is 35 mph
and it carries roughly 6,000 vehicles per day.
Knudsen Blvd westbound is a 2 -lane roadway and at the intersect has a dedicated left turn
lane, dedicated thru lane and a dedicated right turn lane. Knudsen Blvd eastbound is a
single lane roadway but has a dedicated left turn lane and a shared thru/right turn lane.
The posted speed limit is 35 mph.
Hawthorne Rd / Chubbuck Rd: This is a 4 -way signalized intersection.
Hawthorne Rd northbound is a 2 -lane roadway with a dedicated left turn lane and
dedicated right turn lane and one thru-lane. Hawthorne Rd southbound is a one -lane
roadway with a dedicated left turn lane and shared thru/right turn lane. The posted speed
limit is 35 mph and it carries roughly 6,000 vehicles per day.
Chubbuck Rd westbound and eastbound is a single -lane roadway and at the intersect has
a dedicated left turn lane, dedicated thru lane and a dedicated right turn lane. The posted
speed limit is 35 mph and it carries roughly 8,000 vehicles per day.
HUNT
ENGINEERING. LLC
Traffic Impact Study
Chubbuck Property, ID
Existing Traffic Volumes
Both AM and PM Peak hours were observed on 5 different days in February and March
2022. The highest observed traffic counts during those peak hours were used during this
study. The existing traffic volumes assisted in determining the existing LOS and
studying future impact. The traffic volumes can be seen in Figure 3.
HUNT to
ENGINEERING. LLC
AM Existing
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Blvd
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ubbuck Rd0
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T.Hunt
Traffic Impact Study
Chubbuck Property, ID
Analysis of Existing Conditions
Level of Service Analysis
For this traffic impact study, the LOS was determined by calculating the average delay
time per vehicle in seconds using Synchro 11. Each LOS is associated with a designated
range of delay times in seconds per vehicle. Table 1 (below) is used to determine the
LOS for a signalized intersection based on the delay in seconds per vehicle. Table 2
(below) is used to determine the LOS for an unsignalized intersection based on the delay
in seconds per vehicle. According to the Highway Capacity Manual, most facilities are
designed for a service flow rate at LOS D or better to ensure acceptable operating
conditions to users.
Table 1 - Signalized Intersections Level of Service
LUS on eneral Description
Vehicle (sec/veh)
A < 10 Free Flow
B > 10 - 20 Stable Flow (slight delays)
C > 20 - 35 Stable Flow (acceptable delays)
D > 35 - 55 Approaching unstable (tolerable delay)
> 55 - 80 Unstable Flow (intolerable delay)
�j > 80 Forced Flow (congested and failure)
Source: Highway Capacity Manual (HCM) 2010.
Table 2 - Unsignalized Intersections Level of Service
Intersection Delay per JWGeneral Description
Vehicle
A
< 10
Free Flow
B
> 10 - 15
Stable Flow (slight delays)
C
> 15 - 25
Stable Flow (acceptable delays)
D
> 25 - 35
Approaching unstable (tolerable delay)
E
> 35 - 50
Unstable Flow (intolerable delay)
..i.j
> 50
Forced Flow (congested and failure)
Source: Highway Capacity Manual (HCM) 2010
Study Area Level of Service
The existing intersection was analyzed using Synchro 11. The results, indicating the
current level of service, are shown in Table 3 and the appendix.
HUNT
ENGINEERING. LLC
12
Traffic Impact Study
Chubbuck Property, ID
Table 3 — Existing Level of Service for Study Area
Studied Intersection
AM Peak Hour
PM Peak Hours
Delay
(sec/veh)
LOS
Delay LOS
(sec/veh)
Hawthorne Rd/Knudsen Blvd
17.2
B
12.3 B
Yellowstone Ave/Knudsen Blvd
43.2
D
52.2 D
Knudsen BlvdlZebe Ln
0.5
A
0.8 A
Hawthorne Rd/Chubbuck Rd
14.1
B
16.2 B
Source: Delay times and LOS determined using Synchro 11.
Summary of Existing Conditions
During the AM Peak hours, the intersections function at an acceptable Level of Service,
except there are times specifically in the PM Peak hour when the left turn movements at
the Yellowstone Ave/Knudsen Blvd intersection that cause some longer delays and cause
the left turn queueing to spill over into the thru lanes. These existing delays and
conditions were discussed with the Chubbuck city staff and they are aware of these
conditions and have noted that our development is not creating these delays and will not
be required to mitigate these existing conditions.
HUNT 13
ENGINEERING. LLC
Traffic Impact Study
Chubbuck Property, ID
Projected Traffic 2023
Trip Generation
The number of new trips generated for the proposed development was determined using
the city of Chubbuck Residential Unit requirements.
It is proposed that the development will consist of 200 Apartment Units. The number of
new trips generated for the proposed development was determined using the guidance in
the City of Chubbuck manual that each residential unit creates 1 trip in the AM & PM
peak hours and 12 daily trips per unit.
Note: The city manual does not determine how many of those trips are entering and
exiting, so the percentages found in ITE were used for those numbers. In the AM 25%
of the trips are entering while 75% are exiting, and in the PM 60% of the trips are
entering while 40% are exiting. These results can be seen in Table 4 below.
Table 4 — Project Trip Generation
Trip Distribution
The new trips estimated to be generated from the proposed development was distributed
onto the roadway network based on the proposed site access locations, existing turning
movements, existing traffic patterns, and proximity to major roadways. The Origin -
Destination used for this site is:
0 55 percent to/from the Yellowstone Ave/Knudsen Blvd Intersection
0 30 percent to/from Hawthorne Rd from the South
0 15 percent to/from Hawthorne Rd from the North
The estimated trip generation distribution is shown in Figure 4 below. The projected new
trips were added to the existing 2022 background traffic to represent opening day of this
project. The projected combined vehicle movements are shown in Figure 5 below.
HUNT 14
ENGINEERING. LLC
Land
Weekday
Weekday
AM
AM
PM
PM
Use
Trips
Trips
Trips
Trips
Trips
Trips
Entering
Exitin
Enterin
Exiting
Entering
Exiting
Apartments
City
1200
1200
50
150
120
80
Trip Distribution
The new trips estimated to be generated from the proposed development was distributed
onto the roadway network based on the proposed site access locations, existing turning
movements, existing traffic patterns, and proximity to major roadways. The Origin -
Destination used for this site is:
0 55 percent to/from the Yellowstone Ave/Knudsen Blvd Intersection
0 30 percent to/from Hawthorne Rd from the South
0 15 percent to/from Hawthorne Rd from the North
The estimated trip generation distribution is shown in Figure 4 below. The projected new
trips were added to the existing 2022 background traffic to represent opening day of this
project. The projected combined vehicle movements are shown in Figure 5 below.
HUNT 14
ENGINEERING. LLC
AM Distribution
AM Distribution
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Traffic Impact Study
Chubbuck Property, ID
Results — Full Development 2023
Based on current conditions, combined with the projected traffic flows from the proposed
development at full build out, we have prepared a study of the studied intersection and
new accesses. The results of the study are shown in Table 5.
Table 5 — Existing and Proposed Level of Service for Study Area
Peak
Hour
Studied Intersection
Existin
Development (2023)
Delay LOS
(sec/veh)
Delay
(sec/veh)
LOS
Hawthorne/Knudsen Blvd
17.2 B
17.7
B
Yellowstone Ave/Knudsen Blvd
43.2 D
45.3
D
Knudsen Blvd/Zebe Ln
0.5 A
0.5
A
AMPeak
Hawthorne Rd/Chubbuck Rd
14.1 B
14.7
B
Hawthorne Access
- -
0.4
A
Knudsen Western Access
- -
3.3
A
Knudsen Eastern Access
- -
1.0
A
Hawthorne/Knudsen Blvd
12.3 B
12.5
B
Yellowstone Ave/Knudsen Blvd
52.2 D
54.8
D
Knudsen Blvd/Zebe Ln
0.8 A
0.8
A
PM Peak
Hawthorne RdIChubbuck Rd
16.2 B
16.5
B
Hawthorne Access
- -
0.3
A
Knudsen Western Access
- -
0.2
A
Knudsen Eastern Access
- -
0.5
A
Source: Delay times and LOS determined using Synchro 11.
Summary of Developed (2023) Conditions
Based upon the results of the existing conditions versus the developed conditions, the
proposed development has a slight increase in delay at the intersections, but the overall
Level of Service remains the same with little to no impact on surrounding traffic.
The left turn movements at Yellowstone Ave/Knudsen Blvd have some delay that causes
some queueing issues, but as mentioned previously — these are existing conditions and
not caused by our development.
The existing curb cut on Hawthorne Ave will be improved with this development as it
will be relocated 110' further away from the intersection and is designed as a shared
access for future development to the south.
HUNT 17
ENGINEERING. LLC
Traffic Impact Study
Chubbuck Property, ID
Conclusions & Recommendations
This land is currently undeveloped, and it is proposed that 200 Apartment Units will be
built at this location. It is projected that this development will generate 200 AM, 200 PM
peak hour trips with 2,400 total daily trips. The project will utilize the two existing curb
cuts located on Knudsen Blvd and will relocate the existing access on Hawthorne Blvd
approximately 110' further south from the intersection resulting in an improved Level of
Service.
Our principal findings from our traffic impact analysis have determined that during the
AM and PM peak hours, all studied intersections and accesses operate at acceptable level
of services with minimal increases in delay and no mitigation measures are needed.
The Yellowstone Ave/Knudsen Blvd has some delay in the left turn movements at that
causes some queueing issues, but as mentioned previously — these are existing conditions
and not caused by our development and no mitigation measures are required with this
project.
Therefore, it is our professional opinion that this project with the requested mitigation
methods will not significantly alter the existing traffic patterns the intersection and should
be permitted per the traffic data contained within this report.
HUNT 18
ENGINEERING. LLC
Traffic Impact Study
Chubbuck Property, ID
Appendix
HUNT 19
ENGINEERING. LLC
AM Existing
Chubbuck 03114/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4.5
1�
38.0
18.0
+
r
Max Q Clear Time (g_c+11), s
tt
r
35.5
13.5
Green Ext Time (p -c), s
Traffic Volume (veh/h)
36
57
119
100
45
96
37
356
349
305
318
42
Future Volume (veh/h)
36
57
119
100
45
96
37
356
349
305
318
42
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/In
1863
1863
1900
1863
1863
1863
1863
1863
1863
1863
1863
1900
Adj Flow Rate, veh/h
39
62
129
109
49
104
40
387
379
332
346
46
Adj No. of Lanes
1
1
0
1
1
1
1
2
1
1
1
0
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
427
150
311
328
516
438
504
2069
926
484
942
125
Arrive On Green
0.28
0.28
0.28
0.28
0.28
0.28
0.58
0.58
0.58
0.19
0.19
0.19
Sat Flow, veh/h
1229
540
1124
1187
1863
1583
988
3539
1583
699
1611
214
Grp Volume(v), veh/h
39
0
191
109
49
104
40
387
379
332
0
392
Grp Sat Flow(s),veh/h/In
1229
0
1664
1187
1863
1583
988
1770
1583
699
0
1825
Q Serve(g_s), s
1.6
0.0
6.1
5.4
1.3
3.3
1.7
3.3
8.5
30.2
0.0
12.1
Cycle Q Clear(g_c), s
2.9
0.0
6.1
11.5
1.3
3.3
13.8
3.3
8.5
33.5
0.0
12.1
Prop In Lane
1.00
0.68
1.00
1.00
1.00
1.00
1.00
0.12
Lane Grp Cap(c), veh/h
427
0
461
328
516
438
504
2069
926
484
0
1067
V/C Ratio(X)
0.09
0.00
0.41
0.33
0.09
0.24
0.08
0.19
0.41
0.69
0.00
0.37
Avail Cap(c_a), veh/h
427
0
461
328
516
438
504
2069
926
484
0
1067
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.33
0.33
0.33
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
18.5
0.0
19.2
23.9
17.5
18.2
12.3
6.3
7.4
26.0
0.0
15.8
Incr Delay (d2), s/veh
0.4
0.0
2.7
2.7
0.4
1.3
0.3
0.2
1.3
7.7
0.0
1.0
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.6
0.0
3.1
2.0
0.7
1.6
0.5
1.7
4.0
6.9
0.0
6.4
LnGrp Delay(d),s/veh
18.9
0.0
21.9
26.6
17.8
19.5
12.6
6.5
8.7
33.8
0.0
16.8
LnGrp LOS
B
C
C
B
B
B
A
A
C
B
Approach Vol, veh/h
230
262
806
724
Approach Delay, s/veh
21.4
22.1
7.8
24.6
Approach LOS
C
C
A
C
Timer
Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
42.5
22.5
42.5
22.5
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
38.0
18.0
38.0
18.0
Max Q Clear Time (g_c+11), s
15.8
8.1
35.5
13.5
Green Ext Time (p -c), s
4.1
0.9
1.2
0.4
Intersection Summary
HCM 2010 Ctrl Delay
17.2
HCM 2010 LOS
B
AM Existing Synchro 11 Light Report
Chubbuck Pagel
AM Existing
Chubbuck 03114/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
10.4
+
r
24.8
Change Period (Y+Rc), s
4.5
4.5
t
4.5
4.5
tt
r
Traffic Volume (veh/h)
127
365
259
162
56
33
108
964
296
207
997
72
Future Volume (veh/h)
127
365
259
162
56
33
108
964
296
207
997
72
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/In
1863
1863
1863
1863
1863
1900
1863
1863
1900
1863
1863
1863
Adj Flow Rate, veh/h
138
397
282
176
61
36
117
1048
322
225
1084
78
Adj No. of Lanes
1
1
1
1
1
0
1
2
0
1
2
1
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
445
424
361
222
248
146
285
1076
328
258
1538
688
Arrive On Green
0.07
0.23
0.23
0.07
0.23
0.23
0.07
0.40
0.40
0.10
0.43
0.43
Sat Flow, veh/h
1774
1863
1583
1774
1099
649
1774
2674
815
1774
3539
1583
Grp Volume(v), veh/h
138
397
282
176
0
97
117
691
679
225
1084
78
Grp Sat Flow(s),veh/h/In
1774
1863
1583
1774
0
1748
1774
1770
1719
1774
1770
1583
Q Serve(g_s), s
5.3
18.8
15.1
6.5
0.0
4.1
3.4
34.4
35.2
6.9
22.5
2.6
Cycle Q Clear(g_c), s
5.3
18.8
15.1
6.5
0.0
4.1
3.4
34.4
35.2
6.9
22.5
2.6
Prop In Lane
1.00
1.00
1.00
0.37
1.00
0.47
1.00
1.00
Lane Grp Cap(c), veh/h
445
424
361
222
0
394
285
712
691
258
1538
688
V/C Ratio(X)
0.31
0.94
0.78
0.79
0.00
0.25
0.41
0.97
0.98
0.87
0.70
0.11
Avail Cap(c_a), veh/h
445
424
361
222
0
394
285
712
691
258
1538
688
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
24.0
34.1
32.6
27.8
0.0
28.6
16.5
26.4
26.6
21.7
20.7
15.1
Incr Delay (d2), s/veh
1.8
30.2
15.5
24.4
0.0
1.5
4.3
27.2
30.3
30.9
2.7
0.3
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
2.8
13.3
8.1
4.8
0.0
2.1
2.0
22.1
22.4
7.8
11.4
1.2
LnGrp Delay(d),s/veh
25.8
64.3
48.1
52.2
0.0
30.1
20.8
53.5
56.9
52.6
23.5
15.5
LnGrp LOS
C
E
D
D
C
C
D
E
D
C
B
Approach Vol, veh/h
817
273
1487
1387
Approach Delay, s/veh
52.2
44.4
52.5
27.8
Approach LOS
D
D
D
C
Timer
Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G+Y+Rc), s
13.3
40.7
11.0
25.0
10.4
43.6
11.2
24.8
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
8.8
36.2
6.5
20.5
5.9
39.1
6.7
20.3
Max Q Clear Time (g_c+11), s
8.9
37.2
8.5
20.8
5.4
24.5
7.3
6.1
Green Ext Time (p -c), s
0.0
0.0
0.0
0.0
0.0
6.8
0.0
0.3
Intersection Summary
HCM 2010 Ctrl Delay
43.2
HCM 2010 LOS
D
AM Existing Synchro 11 Light Report
Chubbuck Page 2
AM Existing
Chubbuck 1I0311412022
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tib
t
Traffic Volume (veh/h)
0
694
21
22
220
0
6
0
18
0
0
0
Future Volume (Veh/h)
0
694
21
22
220
0
6
0
18
0
0
0
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
0
754
23
24
239
0
7
0
20
0
0
0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
239
777
933
1052
388
684
1064
120
vC1, stage 1 conf vol
766
766
287
287
vC2, stage 2 conf vol
168
287
397
777
vCu, unblocked vol
239
777
933
1052
388
684
1064
120
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 %
100
97
98
100
97
100
100
100
cM capacity (veh/h)
1325
835
346
378
610
494
357
910
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
WB 3
NB 1
NB 2
SB 1
SB 2
Volume Total
0
503
274
24
159
80
7
20
0
0
Volume Left
0
0
0
24
0
0
7
0
0
0
Volume Right
0
0
23
0
0
0
0
20
0
0
cSH
1700
1700
1700
835
1700
1700
346
610
1700
1700
Volume to Capacity
0.00
0.30
0.16
0.03
0.09
0.05
0.02
0.03
0.00
0.00
Queue Length 95th (ft)
0
0
0
2
0
0
2
3
0
0
Control Delay (s)
0.0
0.0
0.0
9.4
0.0
0.0
15.6
11.1
0.0
0.0
Lane LOS
A
C
B
A
A
Approach Delay (s)
0.0
0.9
12.3
0.0
Approach LOS
B
A
Intersection Summary
Average Delay
0.5
Intersection Capacity Utilization
29.9%
ICU Level of Service
A
Analysis Period (min)
15
AM Existing Synchro 11 Light Report
Chubbuck Page 3
AM Existing
Chubbuck 03114/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4.5
+
r
36.5
+
r
Max Q Clear Time (g_c+11), s
+
r
8.0
31.6
Green Ext Time (p -c), s
Traffic Volume (veh/h)
28
433
315
212
585
120
124
138
208
45
112
42
Future Volume (veh/h)
28
433
315
212
585
120
124
138
208
45
112
42
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/In
1863
1863
1863
1863
1863
1863
1863
1863
1863
1863
1863
1900
Adj Flow Rate, veh/h
30
471
342
230
636
130
135
150
226
49
122
46
Adj No. of Lanes
1
1
1
1
1
1
1
1
1
1
1
0
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
344
1046
889
387
1046
889
386
559
475
357
387
146
Arrive On Green
0.56
0.56
0.56
0.56
0.56
0.56
0.40
0.40
0.40
0.30
0.30
0.30
Sat Flow, veh/h
699
1863
1583
669
1863
1583
1212
1863
1583
1003
1290
487
Grp Volume(v), veh/h
30
471
342
230
636
130
135
150
226
49
0
168
Grp Sat Flow(s),veh/h/In
699
1863
1583
669
1863
1583
1212
1863
1583
1003
0
1777
Q Serve(g_s), s
1.9
9.6
7.9
20.0
14.8
2.5
5.9
3.5
6.9
2.5
0.0
4.8
Cycle Q Clear(g_c), s
16.7
9.6
7.9
29.6
14.8
2.5
10.7
3.5
6.9
6.0
0.0
4.8
Prop In Lane
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.27
Lane Grp Cap(c), veh/h
344
1046
889
387
1046
889
386
559
475
357
0
533
V/C Ratio(X)
0.09
0.45
0.38
0.59
0.61
0.15
0.35
0.27
0.48
0.14
0.00
0.32
Avail Cap(c_a), veh/h
344
1046
889
387
1046
889
386
559
475
357
0
533
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.33
1.33
1.33
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
15.1
8.4
8.0
17.1
9.5
6.8
18.8
14.7
15.7
19.4
0.0
17.6
Incr Delay (d2), s/veh
0.5
1.4
1.3
6.6
2.6
0.3
2.5
1.2
3.4
0.8
0.0
1.5
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.4
5.2
3.7
4.3
8.2
1.2
2.3
1.9
3.4
0.8
0.0
2.6
LnGrp Delay(d),s/veh
15.6
9.8
9.2
23.6
12.1
7.2
21.3
15.9
19.1
20.2
0.0
19.1
LnGrp LOS
B
A
A
C
B
A
C
B
B
C
B
Approach Vol, veh/h
843
996
511
217
Approach Delay, s/veh
9.8
14.1
18.8
19.4
Approach LOS
A
B
B
B
Timer
Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
24.0
41.0
24.0
41.0
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
19.5
36.5
19.5
36.5
Max Q Clear Time (g_c+11), s
12.7
18.7
8.0
31.6
Green Ext Time (p -c), s
1.2
4.2
0.8
2.7
Intersection Summary
HCM 2010 Ctrl Delay
14.1
HCM 2010 LOS
B
AM Existing Synchro 11 Light Report
Chubbuck Page 4
PM Existing Knudsen Blvd & Hawthorne Rd
Chubbuck 03114/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4.5
1�
18.0
18.0
+
r
Max Q Clear Time (g_c+11), s
tt
r
10.4
12.2
Green Ext Time (p -c), s
Traffic Volume (veh/h)
5
30
35
295
100
323
20
374
177
88
389
15
Future Volume (veh/h)
5
30
35
295
100
323
20
374
177
88
389
15
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/In
1863
1863
1900
1863
1863
1863
1863
1863
1863
1863
1863
1900
Adj Flow Rate, veh/h
5
33
38
321
109
351
22
407
192
96
423
16
Adj No. of Lanes
1
1
0
1
1
1
1
2
1
1
1
0
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
497
316
364
655
745
633
362
1416
633
423
713
27
Arrive On Green
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
Sat Flow, veh/h
928
791
911
1324
1863
1583
946
3539
1583
816
1783
67
Grp Volume(v), veh/h
5
0
71
321
109
351
22
407
192
96
0
439
Grp Sat Flow(s),veh/h/In
928
0
1702
1324
1863
1583
946
1770
1583
816
0
1851
Q Serve(g_s), s
0.2
0.0
1.2
9.0
1.7
7.7
0.8
3.5
3.7
4.1
0.0
8.4
Cycle Q Clear(g_c), s
1.8
0.0
1.2
10.2
1.7
7.7
9.2
3.5
3.7
7.6
0.0
8.4
Prop In Lane
1.00
0.54
1.00
1.00
1.00
1.00
1.00
0.04
Lane Grp Cap(c), veh/h
497
0
681
655
745
633
362
1416
633
423
0
740
V/C Ratio(X)
0.01
0.00
0.10
0.49
0.15
0.55
0.06
0.29
0.30
0.23
0.00
0.59
Avail Cap(c_a), veh/h
497
0
681
655
745
633
362
1416
633
423
0
740
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
9.2
0.0
8.5
11.6
8.6
10.4
14.3
9.2
9.2
11.7
0.0
10.6
Incr Delay (d2), s/veh
0.0
0.0
0.3
2.6
0.4
3.5
0.3
0.5
1.2
1.2
0.0
3.5
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.0
0.0
0.6
3.7
0.9
3.9
0.3
1.8
1.8
1.1
0.0
5.0
LnGrp Delay(d),s/veh
9.2
0.0
8.8
14.3
9.0
13.9
14.6
9.7
10.4
13.0
0.0
14.1
LnGrp LOS
A
A
B
A
B
B
A
B
B
B
Approach Vol, veh/h
76
781
621
535
Approach Delay, s/veh
8.8
13.4
10.1
13.9
Approach LOS
A
B
B
B
Timer
Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
22.5
22.5
22.5
22.5
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
18.0
18.0
18.0
18.0
Max Q Clear Time (g_c+11), s
11.2
3.8
10.4
12.2
Green Ext Time (p -c), s
1.9
0.3
2.0
1.6
Intersection Summary
HCM 2010 Ctrl Delay
12.3
HCM 2010 LOS
B
PM Existing Synchro 11 Light Report
Chubbuck Pagel
PM Existing
Chubbuck Knudsen Blvd & Zebe Ln 03/14/2022
-11 --1. 4--- t t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tib
t
Traffic Volume (veh/h)
0
285
11
8
718
0
37
0
38
0
0
0
Future Volume (Veh/h)
0
285
11
8
718
0
37
0
38
0
0
0
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
0
310
12
9
780
0
40
0
41
0
0
0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
780
322
724
1114
161
994
1120
390
vC1, stage 1 conf vol
316
316
798
798
vC2, stage 2 conf vol
408
798
196
322
vCu, unblocked vol
780
322
724
1114
161
994
1120
390
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 %
100
99
92
100
95
100
100
100
cM capacity (veh/h)
833
1235
506
364
855
326
362
609
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
WB 3
NB 1
NB 2
SB 1
SB 2
Volume Total
0
207
115
9
520
260
40
41
0
0
Volume Left
0
0
0
9
0
0
40
0
0
0
Volume Right
0
0
12
0
0
0
0
41
0
0
cSH
1700
1700
1700
1235
1700
1700
506
855
1700
1700
Volume to Capacity
0.00
0.12
0.07
0.01
0.31
0.15
0.08
0.05
0.00
0.00
Queue Length 95th (ft)
0
0
0
1
0
0
6
4
0
0
Control Delay (s)
0.0
0.0
0.0
7.9
0.0
0.0
12.7
9.4
0.0
0.0
Lane LOS
A
B
A
A
A
Approach Delay (s)
0.0
0.1
11.1
0.0
Approach LOS
B
A
Intersection Summary
Average Delay
0.8
Intersection Capacity Utilization
29.8%
ICU Level of Service
A
Analysis Period (min)
15
PM Existing Synchro 11 Light Report
Chubbuck Page 3
PM Existing
Chubbuck Property Yellowstone Ave & Knudsen Blvd 3/14/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
22.2
+
r
34.1
Change Period (Y+Rc), s
4.5
4.5
t
4.5
4.5
tt
r
Traffic Volume (veh/h)
116
60
160
390
356
108
329
1196
78
64
1096
100
Future Volume (veh/h)
116
60
160
390
356
108
329
1196
78
64
1096
100
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/In
1863
1863
1863
1863
1863
1900
1863
1863
1900
1863
1863
1863
Adj Flow Rate, veh/h
126
65
174
424
387
117
358
1300
85
70
1191
109
Adj No. of Lanes
1
1
1
1
1
0
1
2
0
1
2
1
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
157
329
279
488
370
112
362
1582
103
200
1255
561
Arrive On Green
0.05
0.18
0.18
0.14
0.27
0.27
0.16
0.47
0.47
0.05
0.35
0.35
Sat Flow, veh/h
1774
1863
1583
1774
1374
415
1774
3373
220
1774
3539
1583
Grp Volume(v), veh/h
126
65
174
424
0
504
358
681
704
70
1191
109
Grp Sat Flow(s),veh/h/In
1774
1863
1583
1774
0
1789
1774
1770
1824
1774
1770
1583
Q Serve(g_s), s
5.7
3.3
11.2
15.9
0.0
29.6
17.4
36.5
36.7
2.7
36.0
5.2
Cycle Q Clear(g_c), s
5.7
3.3
11.2
15.9
0.0
29.6
17.4
36.5
36.7
2.7
36.0
5.2
Prop In Lane
1.00
1.00
1.00
0.23
1.00
0.12
1.00
1.00
Lane Grp Cap(c), veh/h
157
329
279
488
0
482
362
830
856
200
1255
561
V/C Ratio(X)
0.80
0.20
0.62
0.87
0.00
1.05
0.99
0.82
0.82
0.35
0.95
0.19
Avail Cap(c_a), veh/h
157
329
279
488
0
482
362
830
856
200
1255
561
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
38.8
38.7
41.9
34.1
0.0
40.2
33.1
25.2
25.3
23.8
34.5
24.6
Incr Delay (d2), s/veh
33.5
1.3
10.1
18.5
0.0
53.8
44.3
8.9
8.8
4.8
15.8
0.8
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
2.5
1.8
5.7
12.8
0.0
21.8
15.3
19.8
20.5
1.6
20.3
2.4
LnGrp Delay(d),s/veh
72.2
40.0
52.0
52.6
0.0
94.0
77.4
34.1
34.1
28.5
50.4
25.4
LnGrp LOS
E
D
D
D
F
E
C
C
C
D
C
Approach Vol, veh/h
365
928
1743
1370
Approach Delay, s/veh
56.8
75.0
43.0
47.3
Approach LOS
E
E
D
D
Timer
Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G+Y+Rc), s
9.6
56.1
20.4
23.9
22.2
43.5
10.2
34.1
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
5.1
51.6
15.9
19.4
17.7
39.0
5.7
29.6
Max Q Clear Time (g_c+11), s
4.7
38.7
17.9
13.2
19.4
38.0
7.7
31.6
Green Ext Time (p -c), s
0.0
7.4
0.0
0.4
0.0
0.7
0.0
0.0
Intersection Summary
HCM 2010 Ctrl Delay
52.2
HCM 2010 LOS
D
PM Existing
T. Hunt Page 2
PM Existing
Chubbuck Hawthorne Rd &Chubbuck Rd 03114/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4.5
+
r
37.5
+
r
Max Q Clear Time (g_c+11), s
+
r
9.3
39.5
Green Ext Time (p -c), s
Traffic Volume (veh/h)
38
690
212
182
540
116
124
138
208
56
92
48
Future Volume (veh/h)
38
690
212
182
540
116
124
138
208
56
92
48
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/In
1863
1863
1863
1863
1863
1863
1863
1863
1863
1863
1863
1900
Adj Flow Rate, veh/h
41
750
230
198
587
126
135
150
226
61
100
52
Adj No. of Lanes
1
1
1
1
1
1
1
1
1
1
1
0
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
391
1075
913
278
1075
913
378
530
451
333
329
171
Arrive On Green
0.58
0.58
0.58
0.58
0.58
0.58
0.28
0.28
0.28
0.28
0.28
0.28
Sat Flow, veh/h
734
1863
1583
572
1863
1583
1230
1863
1583
1003
1156
601
Grp Volume(v), veh/h
41
750
230
198
587
126
135
150
226
61
0
152
Grp Sat Flow(s),veh/h/In
734
1863
1583
572
1863
1583
1230
1863
1583
1003
0
1757
Q Serve(g_s), s
2.4
18.5
4.7
19.0
12.7
2.4
6.3
4.1
7.7
3.3
0.0
4.4
Cycle Q Clear(g_c), s
15.0
18.5
4.7
37.5
12.7
2.4
10.7
4.1
7.7
7.3
0.0
4.4
Prop In Lane
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.34
Lane Grp Cap(c), veh/h
391
1075
913
278
1075
913
378
530
451
333
0
500
V/C Ratio(X)
0.10
0.70
0.25
0.71
0.55
0.14
0.36
0.28
0.50
0.18
0.00
0.30
Avail Cap(c_a), veh/h
391
1075
913
278
1075
913
378
530
451
333
0
500
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
13.1
9.7
6.8
24.5
8.5
6.3
22.4
18.1
19.4
20.9
0.0
18.2
Incr Delay (d2), s/veh
0.5
3.8
0.7
14.5
2.0
0.3
2.6
1.3
3.9
1.2
0.0
1.6
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.5
10.5
2.2
4.6
7.0
1.1
2.4
2.3
3.9
1.0
0.0
2.3
LnGrp Delay(d),s/veh
13.7
13.5
7.5
39.0
10.5
6.6
25.0
19.4
23.4
22.2
0.0
19.8
LnGrp LOS
B
B
A
D
B
A
C
B
C
C
B
Approach Vol, veh/h
1021
911
511
213
Approach Delay, s/veh
12.2
16.2
22.6
20.5
Approach LOS
B
B
C
C
Timer
Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
23.0
42.0
23.0
42.0
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
18.5
37.5
18.5
37.5
Max Q Clear Time (g_c+11), s
12.7
20.5
9.3
39.5
Green Ext Time (p -c), s
1.1
5.9
0.7
0.0
Intersection Summary
HCM 2010 Ctrl Delay
16.2
HCM 2010 LOS
B
PM Existing Synchro 11 Light Report
Chubbuck Page 4
AM Existing + AM Proposed
Chubbuck Hawthorne/Knudsen Blvd 3/30/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4.5
1�
38.0
18.0
+
r
Max Q Clear Time (g_c+11), s
tt
r
37.4
13.8
Green Ext Time (p -c), s
Traffic Volume (veh/h)
36
57
119
107
48
108
39
374
349
314
321
42
Future Volume (veh/h)
36
57
119
107
48
108
39
374
349
314
321
42
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/In
1863
1863
1900
1863
1863
1863
1863
1863
1863
1863
1863
1900
Adj Flow Rate, veh/h
39
62
129
116
52
117
42
407
379
341
349
46
Adj No. of Lanes
1
1
0
1
1
1
1
2
1
1
1
0
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
421
150
311
328
516
438
501
2069
926
475
943
124
Arrive On Green
0.28
0.28
0.28
0.28
0.28
0.28
0.58
0.58
0.58
0.19
0.19
0.19
Sat Flow, veh/h
1211
540
1124
1187
1863
1583
985
3539
1583
686
1613
213
Grp Volume(v), veh/h
39
0
191
116
52
117
42
407
379
341
0
395
Grp Sat Flow(s),veh/h/In
1211
0
1664
1187
1863
1583
985
1770
1583
686
0
1825
Q Serve(g_s), s
1.6
0.0
6.1
5.7
1.3
3.8
1.7
3.5
8.5
31.9
0.0
12.2
Cycle Q Clear(g_c), s
3.0
0.0
6.1
11.8
1.3
3.8
14.0
3.5
8.5
35.4
0.0
12.2
Prop In Lane
1.00
0.68
1.00
1.00
1.00
1.00
1.00
0.12
Lane Grp Cap(c), veh/h
421
0
461
328
516
438
501
2069
926
475
0
1067
V/C Ratio(X)
0.09
0.00
0.41
0.35
0.10
0.27
0.08
0.20
0.41
0.72
0.00
0.37
Avail Cap(c_a), veh/h
421
0
461
328
516
438
501
2069
926
475
0
1067
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.33
0.33
0.33
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
18.6
0.0
19.2
24.0
17.5
18.3
12.4
6.3
7.4
26.9
0.0
15.8
Incr Delay (d2), s/veh
0.4
0.0
2.7
3.0
0.4
1.5
0.3
0.2
1.3
9.0
0.0
1.0
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.6
0.0
3.1
2.1
0.7
1.8
0.5
1.8
4.0
7.3
0.0
6.5
LnGrp Delay(d),s/veh
19.0
0.0
21.9
27.0
17.9
19.8
12.7
6.5
8.7
35.9
0.0
16.8
LnGrp LOS
B
C
C
B
B
B
A
A
D
B
Approach Vol, veh/h
230
285
828
736
Approach Delay, s/veh
21.4
22.4
7.9
25.7
Approach LOS
C
C
A
C
Timer
Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
42.5
22.5
42.5
22.5
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
38.0
18.0
38.0
18.0
Max Q Clear Time (g_c+11), s
16.0
8.1
37.4
13.8
Green Ext Time (p -c), s
4.2
0.9
0.3
0.4
Intersection Summary
HCM 2010 Ctrl Delay
17.7
HCM 2010 LOS
B
AM Existing + AM Proposed
T. Hunt Page 1
AM Existing + AM Proposed
Yellowstone ellowstone Ave/Knudsen Blvd
3/30/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
10.4
+
r
24.8
Change Period (Y+Rc), s
4.5
4.5
t
4.5
4.5
tt
r
Traffic Volume (veh/h)
139
371
315
162
59
33
125
964
296
207
997
84
Future Volume (veh/h)
139
371
315
162
59
33
125
964
296
207
997
84
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/In
1863
1863
1863
1863
1863
1900
1863
1863
1900
1863
1863
1863
Adj Flow Rate, veh/h
151
403
342
176
64
36
136
1048
322
225
1084
91
Adj No. of Lanes
1
1
1
1
1
0
1
2
0
1
2
1
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
442
424
361
219
253
142
284
1076
328
258
1538
688
Arrive On Green
0.07
0.23
0.23
0.07
0.23
0.23
0.07
0.40
0.40
0.10
0.43
0.43
Sat Flow, veh/h
1774
1863
1583
1774
1121
631
1774
2674
815
1774
3539
1583
Grp Volume(v), veh/h
151
403
342
176
0
100
136
691
679
225
1084
91
Grp Sat Flow(s),veh/h/In
1774
1863
1583
1774
0
1751
1774
1770
1719
1774
1770
1583
Q Serve(g_s), s
5.9
19.2
19.1
6.5
0.0
4.2
4.0
34.4
35.2
6.9
22.5
3.1
Cycle Q Clear(g_c), s
5.9
19.2
19.1
6.5
0.0
4.2
4.0
34.4
35.2
6.9
22.5
3.1
Prop In Lane
1.00
1.00
1.00
0.36
1.00
0.47
1.00
1.00
Lane Grp Cap(c), veh/h
442
424
361
219
0
395
284
712
691
258
1538
688
V/C Ratio(X)
0.34
0.95
0.95
0.81
0.00
0.25
0.48
0.97
0.98
0.87
0.70
0.13
Avail Cap(c_a), veh/h
442
424
361
219
0
395
284
712
691
258
1538
688
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
24.2
34.2
34.2
27.8
0.0
28.6
16.8
26.4
26.6
21.7
20.7
15.3
Incr Delay (d2), s/veh
2.1
32.8
36.0
26.2
0.0
1.5
5.7
27.2
30.3
30.9
2.7
0.4
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
3.1
13.7
11.9
4.9
0.0
2.2
2.4
22.1
22.4
7.8
11.4
1.4
LnGrp Delay(d),s/veh
26.3
67.0
70.2
54.1
0.0
30.2
22.5
53.5
56.9
52.6
23.5
15.7
LnGrp LOS
C
E
E
D
C
C
D
E
D
C
B
Approach Vol, veh/h
896
276
1506
1400
Approach Delay, s/veh
61.4
45.4
52.2
27.7
Approach LOS
E
D
D
C
Timer
Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G+Y+Rc), s
13.3
40.7
11.0
25.0
10.4
43.6
11.2
24.8
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
8.8
36.2
6.5
20.5
5.9
39.1
6.7
20.3
Max Q Clear Time (g_c+11), s
8.9
37.2
8.5
21.2
6.0
24.5
7.9
6.2
Green Ext Time (p -c), s
0.0
0.0
0.0
0.0
0.0
6.8
0.0
0.3
Intersection Summary
HCM 2010 Ctrl Delay
45.3
HCM 2010 LOS
D
AM Existing + AM Proposed
T. Hunt Page 2
AM Existing + AM Proposed
Chubbuck Knudsen Blvd/Zebe Ln 3/30/2022
-11 --1. 4--- t t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tib
t
Traffic Volume (veh/h)
0
772
30
22
252
0
8
0
18
0
0
0
Future Volume (Veh/h)
0
772
30
22
252
0
8
0
18
0
0
0
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
0
839
33
24
274
0
9
0
20
0
0
0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
274
872
1040
1178
436
762
1194
137
vC1, stage 1 conf vol
856
856
322
322
vC2, stage 2 conf vol
185
322
440
872
vCu, unblocked vol
274
872
1040
1178
436
762
1194
137
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 %
100
97
97
100
96
100
100
100
cM capacity (vehlh)
1286
769
306
343
568
459
320
886
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
WB 3
NB 1
NB 2
SB 1
SB 2
Volume Total
0
559
313
24
183
91
9
20
0
0
Volume Left
0
0
0
24
0
0
9
0
0
0
Volume Right
0
0
33
0
0
0
0
20
0
0
cSH
1700
1700
1700
769
1700
1700
306
568
1700
1700
Volume to Capacity
0.00
0.33
0.18
0.03
0.11
0.05
0.03
0.04
0.00
0.00
Queue Length 95th (ft)
0
0
0
2
0
0
2
3
0
0
Control Delay (s)
0.0
0.0
0.0
9.8
0.0
0.0
17.1
11.6
0.0
0.0
Lane LOS
A
C
B
A
A
Approach Delay (s)
0.0
0.8
13.3
0.0
Approach LOS
B
A
Intersection Summary
Average Delay
0.5
Intersection Capacity Utilization
32.3%
ICU Level of Service
A
Analysis Period (min)
15
AM Existing + AM Proposed
T. Hunt Page 3
AM Existing + AM Proposed
Chubbuck Hawthorne/Chubbuck Rd 3/30/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4.5
+
r
36.5
+
r
Max Q Clear Time (g_c+11), s
+
r
7.7
32.5
Green Ext Time (p -c), s
Traffic Volume (veh/h)
28
433
321
216
585
120
131
143
216
45
114
42
Future Volume (veh/h)
28
433
321
216
585
120
131
143
216
45
114
42
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/In
1863
1863
1863
1863
1863
1863
1863
1863
1863
1863
1863
1900
Adj Flow Rate, veh/h
30
471
349
235
636
130
142
155
235
49
124
46
Adj No. of Lanes
1
1
1
1
1
1
1
1
1
1
1
0
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
344
1046
889
385
1046
889
384
559
475
360
389
144
Arrive On Green
0.56
0.56
0.56
0.56
0.56
0.56
0.50
0.50
0.50
0.30
0.30
0.30
Sat Flow, veh/h
699
1863
1583
664
1863
1583
1210
1863
1583
990
1297
481
Grp Volume(v), veh/h
30
471
349
235
636
130
142
155
235
49
0
170
Grp Sat Flow(s),veh/h/In
699
1863
1583
664
1863
1583
1210
1863
1583
990
0
1778
Q Serve(g_s), s
1.9
9.6
8.1
20.9
14.8
2.5
5.9
3.1
6.4
2.5
0.0
4.8
Cycle Q Clear(g_c), s
16.7
9.6
8.1
30.5
14.8
2.5
10.7
3.1
6.4
5.7
0.0
4.8
Prop In Lane
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.27
Lane Grp Cap(c), veh/h
344
1046
889
385
1046
889
384
559
475
360
0
533
V/C Ratio(X)
0.09
0.45
0.39
0.61
0.61
0.15
0.37
0.28
0.49
0.14
0.00
0.32
Avail Cap(c_a), veh/h
344
1046
889
385
1046
889
384
559
475
360
0
533
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.67
1.67
1.67
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
15.1
8.4
8.0
17.3
9.5
6.8
15.9
12.1
12.9
19.1
0.0
17.6
Incr Delay (d2), s/veh
0.5
1.4
1.3
7.0
2.6
0.3
2.7
1.2
3.7
0.8
0.0
1.6
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.4
5.2
3.8
4.5
8.2
1.2
2.3
1.8
3.2
0.8
0.0
2.6
LnGrp Delay(d),s/veh
15.6
9.8
9.3
24.3
12.1
7.2
18.6
13.4
16.6
19.9
0.0
19.2
LnGrp LOS
B
A
A
C
B
A
B
B
B
B
B
Approach Vol, veh/h
850
1001
532
219
Approach Delay, s/veh
9.8
14.3
16.2
19.3
Approach LOS
A
B
B
B
Timer
Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
24.0
41.0
24.0
41.0
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
19.5
36.5
19.5
36.5
Max Q Clear Time (g_c+11), s
12.7
18.7
7.7
32.5
Green Ext Time (p -c), s
1.3
4.2
0.8
2.3
Intersection Summary
HCM 2010 Ctrl Delay
14.7
HCM 2010 LOS
B
AM Existing + AM Proposed
T. Hunt Page 4
AM Existing + AM Proposed
Chubbuck Knudsen Blvd Eastern Access 3/30/2022
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tib
tt
r
Traffic Volume (veh/h)
736
3
27
250
9
63
Future Volume (Veh/h)
736
3
27
250
9
63
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
800
3
29
272
10
68
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
680
pX, platoon unblocked
vC, conflicting volume
803
996
402
vC1, stage 1 conf vol
802
vC2, stage 2 conf vol
194
vCu, unblocked vol
803
996
402
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
5.8
tF (s)
2.2
3.5
3.3
p0 queue free %
96
97
89
cM capacity (vehlh)
817
382
598
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
WB 3
NB 1
NB 2
Volume Total
533
270
29
136
136
10
68
Volume Left
0
0
29
0
0
10
0
Volume Right
0
3
0
0
0
0
68
cSH
1700
1700
817
1700
1700
382
598
Volume to Capacity
0.31
0.16
0.04
0.08
0.08
0.03
0.11
Queue Length 95th (ft)
0
0
3
0
0
2
10
Control Delay (s)
0.0
0.0
9.6
0.0
0.0
14.7
11.8
Lane LOS
A
B
B
Approach Delay (s)
0.0
0.9
12.2
Approach LOS
B
Intersection Summary
Average Delay
1.0
Intersection Capacity Utilization
32.4%
ICU Level of Service
A
Analysis Period (min)
15
AM Existing + AM Proposed
T. Hunt Page 5
AM Existing + AM Proposed
Chubbuck Hawthorne Access 3/30/2022
t
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
r
t
t
Traffic Volume (veh/h)
20
20
742
5
3
544
Future Volume (Veh/h)
20
20
742
5
3
544
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
22
22
807
5
3
591
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
558
pX, platoon unblocked
0.91
vC, conflicting volume
1406
406
812
vC1, stage 1 conf vol
810
vC2, stage 2 conf vol
597
vCu, unblocked vol
1397
406
812
tC, single (s)
6.8
6.9
4.1
tC, 2 stage (s)
5.8
tF (s)
3.5
3.3
2.2
p0 queue free %
93
96
100
cM capacity (vehlh)
328
594
810
Direction, Lane #
WB 1
WB 2
NB 1
NB 2
SB 1
SB 2
Volume Total
22
22
538
274
3
591
Volume Left
22
0
0
0
3
0
Volume Right
0
22
0
5
0
0
cSH
328
594
1700
1700
810
1700
Volume to Capacity
0.07
0.04
0.32
0.16
0.00
0.35
Queue Length 95th (ft)
5
3
0
0
0
0
Control Delay (s)
16.8
11.3
0.0
0.0
9.5
0.0
Lane LOS
C
B
A
Approach Delay (s)
14.0
0.0
0.0
Approach LOS
B
Intersection Summary
Average Delay
0.4
Intersection Capacity Utilization
38.6%
ICU Level
of Service A
Analysis Period (min)
15
AM Existing + AM Proposed
T. Hunt Page 6
AM Existing + AM Proposed
Chubbuck Knudsen Blvd Western Access 3/30/2022
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tib
tt
r
Traffic Volume (veh/h)
714
6
250
9
13
25
Future Volume (Veh/h)
714
6
250
9
13
25
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
776
7
272
10
14
27
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
310
pX, platoon unblocked
vC, conflicting volume
783
1328
392
vC1, stage 1 conf vol
780
vC2, stage 2 conf vol
549
vCu, unblocked vol
783
1328
392
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
5.8
tF (s)
2.2
3.5
3.3
p0 queue free %
67
95
96
cM capacity (vehlh)
831
283
607
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
WB 3
NB 1
NB 2
Volume Total
517
266
272
5
5
14
27
Volume Left
0
0
272
0
0
14
0
Volume Right
0
7
0
0
0
0
27
cSH
1700
1700
831
1700
1700
283
607
Volume to Capacity
0.30
0.16
0.33
0.00
0.00
0.05
0.04
Queue Length 95th (ft)
0
0
36
0
0
4
3
Control Delay (s)
0.0
0.0
11.4
0.0
0.0
18.4
11.2
Lane LOS
B
C
B
Approach Delay (s)
0.0
11.0
13.6
Approach LOS
B
Intersection Summary
Average Delay
3.3
Intersection Capacity Utilization
47.1%
ICU Level of Service
A
Analysis Period (min)
15
AM Existing + AM Proposed
T. Hunt Page 7
PM Existing + Proposed
3: Knudsen Blvd & Hawthorne Rd 3/30/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4.5
1�
18.0
18.0
+
r
Max Q Clear Time (g_c+11), s
tt
r
10.5
12.5
Green Ext Time (p -c), s
Traffic Volume (veh/h)
5
30
35
302
103
335
22
392
177
97
392
15
Future Volume (veh/h)
5
30
35
302
103
335
22
392
177
97
392
15
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/In
1863
1863
1900
1863
1863
1863
1863
1863
1863
1863
1863
1900
Adj Flow Rate, veh/h
5
33
38
328
112
364
24
426
192
105
426
16
Adj No. of Lanes
1
1
0
1
1
1
1
2
1
1
1
0
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
491
316
364
655
745
633
360
1416
633
415
714
27
Arrive On Green
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
Sat Flow, veh/h
914
791
911
1324
1863
1583
944
3539
1583
802
1784
67
Grp Volume(v), veh/h
5
0
71
328
112
364
24
426
192
105
0
442
Grp Sat Flow(s),veh/h/In
914
0
1702
1324
1863
1583
944
1770
1583
802
0
1851
Q Serve(g_s), s
0.2
0.0
1.2
9.3
1.7
8.1
0.9
3.7
3.7
4.6
0.0
8.5
Cycle Q Clear(g_c), s
1.9
0.0
1.2
10.5
1.7
8.1
9.4
3.7
3.7
8.3
0.0
8.5
Prop In Lane
1.00
0.54
1.00
1.00
1.00
1.00
1.00
0.04
Lane Grp Cap(c), veh/h
491
0
681
655
745
633
360
1416
633
415
0
740
V/C Ratio(X)
0.01
0.00
0.10
0.50
0.15
0.57
0.07
0.30
0.30
0.25
0.00
0.60
Avail Cap(c_a), veh/h
491
0
681
655
745
633
360
1416
633
415
0
740
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
9.2
0.0
8.5
11.7
8.6
10.5
14.3
9.2
9.2
12.0
0.0
10.6
Incr Delay (d2), s/veh
0.0
0.0
0.3
2.7
0.4
3.8
0.4
0.5
1.2
1.5
0.0
3.5
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.0
0.0
0.6
3.9
1.0
4.1
0.3
1.9
1.8
1.2
0.0
5.0
LnGrp Delay(d),s/veh
9.3
0.0
8.8
14.4
9.0
14.3
14.7
9.8
10.4
13.5
0.0
14.2
LnGrp LOS
A
A
B
A
B
B
A
B
B
B
Approach Vol, veh/h
76
804
642
547
Approach Delay, s/veh
8.8
13.6
10.1
14.0
Approach LOS
A
B
B
B
Timer
Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
22.5
22.5
22.5
22.5
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
18.0
18.0
18.0
18.0
Max Q Clear Time (g_c+11), s
11.4
3.9
10.5
12.5
Green Ext Time (p -c), s
1.9
0.3
2.0
1.6
Intersection Summary
HCM 2010 Ctrl Delay
12.5
HCM 2010 LOS
B
Chubbuck Synchro 11 Light Report
T.Hunt Pagel
PM Existing + Proposed
9: Yellowstone & Knudsen 3/30/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
20.2
+
r
31.0
Change Period (Y+Rc), s
4.5
4.5
t
4.5
4.5
tt
r
Traffic Volume (veh/h)
128
69
216
390
359
108
346
1196
78
64
1096
112
Future Volume (veh/h)
128
69
216
390
359
108
346
1196
78
64
1096
112
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/In
1863
1863
1863
1863
1863
1900
1863
1863
1900
1863
1863
1863
Adj Flow Rate, veh/h
139
75
235
424
390
117
376
1300
85
70
1191
122
Adj No. of Lanes
1
1
1
1
1
0
1
2
0
1
2
1
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
162
348
296
464
365
109
357
1528
100
205
1228
549
Arrive On Green
0.05
0.19
0.19
0.13
0.26
0.26
0.16
0.45
0.45
0.05
0.35
0.35
Sat Flow, veh/h
1774
1863
1583
1774
1377
413
1774
3373
220
1774
3539
1583
Grp Volume(v), veh/h
139
75
235
424
0
507
376
681
704
70
1191
122
Grp Sat Flow(s),veh/h/In
1774
1863
1583
1774
0
1790
1774
1770
1824
1774
1770
1583
Q Serve(g_s), s
5.1
3.4
14.2
12.9
0.0
26.5
15.7
34.2
34.4
2.5
33.1
5.5
Cycle Q Clear(g_c), s
5.1
3.4
14.2
12.9
0.0
26.5
15.7
34.2
34.4
2.5
33.1
5.5
Prop In Lane
1.00
1.00
1.00
0.23
1.00
0.12
1.00
1.00
Lane Grp Cap(c), veh/h
162
348
296
464
0
474
357
802
826
205
1228
549
V/C Ratio(X)
0.86
0.22
0.79
0.91
0.00
1.07
1.05
0.85
0.85
0.34
0.97
0.22
Avail Cap(c_a), veh/h
162
348
296
464
0
474
357
802
826
205
1228
549
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
36.2
34.4
38.8
32.4
0.0
36.8
29.9
24.3
24.4
22.3
32.1
23.1
Incr Delay (d2), s/veh
40.4
1.4
19.4
25.1
0.0
61.0
62.2
10.9
10.8
4.5
19.4
0.9
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
3.1
1.9
7.7
12.4
0.0
21.1
16.0
19.1
19.7
1.5
19.4
2.5
LnGrp Delay(d),s/veh
76.6
35.8
58.2
57.5
0.0
77.7
72.1
35.2
35.2
26.8
51.5
24.0
LnGrp LOS
E
D
E
E
E
E
D
C
D
C
C
Approach Vol, veh/h
449
931
1761
1383
Approach Delay, s/veh
60.1
79.4
47.4
47.8
Approach LOS
E
E
D
D
Timer
Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G+Y+Rc), s
9.6
49.8
17.4
23.2
20.2
39.2
9.6
31.0
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
5.1
45.3
12.9
18.7
15.7
34.7
5.1
26.5
Max Q Clear Time (g_c+11), s
4.5
36.4
14.9
16.2
17.7
35.1
7.1
28.5
Green Ext Time (p -c), s
0.0
5.6
0.0
0.3
0.0
0.0
0.0
0.0
Intersection Summary
HCM 2010 Ctrl Delay
54.8
HCM 2010 LOS
D
Chubbuck Synchro 11 Light Report
T.Hunt Page 2
PM Existing + Proposed
13: Knudsen Blvd & Zebe Ln 1I3/3012022
-11 --1. 4--- t t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tib
t
Traffic Volume (veh/h)
0
363
20
8
750
0
38
0
38
0
0
0
Future Volume (Veh/h)
0
363
20
8
750
0
38
0
38
0
0
0
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
0
395
22
9
815
0
41
0
41
0
0
0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
815
417
832
1239
208
1072
1250
408
vC1, stage 1 conf vol
406
406
833
833
vC2, stage 2 conf vol
426
833
238
417
vCu, unblocked vol
815
417
832
1239
208
1072
1250
408
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 %
100
99
91
100
95
100
100
100
cM capacity (veh/h)
808
1138
464
342
797
308
340
593
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
WB 3
NB 1
NB 2
SB 1
SB 2
Volume Total
0
263
154
9
543
272
41
41
0
0
Volume Left
0
0
0
9
0
0
41
0
0
0
Volume Right
0
0
22
0
0
0
0
41
0
0
cSH
1700
1700
1700
1138
1700
1700
464
797
1700
1700
Volume to Capacity
0.00
0.15
0.09
0.01
0.32
0.16
0.09
0.05
0.00
0.00
Queue Length 95th (ft)
0
0
0
1
0
0
7
4
0
0
Control Delay (s)
0.0
0.0
0.0
8.2
0.0
0.0
13.5
9.8
0.0
0.0
Lane LOS
A
B
A
A
A
Approach Delay (s)
0.0
0.1
11.6
0.0
Approach LOS
B
A
Intersection Summary
Average Delay
0.8
Intersection Capacity Utilization
30.7%
ICU Level of Service
A
Analysis Period (min)
15
Chubbuck Synchro 11 Light Report
T.Hunt Page 3
PM Existing + Proposed
16: Hawthorne Rd & Chubbuck Rd 3/30/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4.5
+
r
37.5
+
r
Max Q Clear Time (g_c+11), s
+
r
9.6
39.5
Green Ext Time (p -c), s
Traffic Volume (veh/h)
38
690
218
186
540
116
131
143
216
56
94
48
Future Volume (veh/h)
38
690
218
186
540
116
131
143
216
56
94
48
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/In
1863
1863
1863
1863
1863
1863
1863
1863
1863
1863
1863
1900
Adj Flow Rate, veh/h
41
750
237
202
587
126
142
155
235
61
102
52
Adj No. of Lanes
1
1
1
1
1
1
1
1
1
1
1
0
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
391
1075
913
276
1075
913
376
530
451
328
331
169
Arrive On Green
0.58
0.58
0.58
0.58
0.58
0.58
0.28
0.28
0.28
0.28
0.28
0.28
Sat Flow, veh/h
734
1863
1583
568
1863
1583
1228
1863
1583
990
1164
594
Grp Volume(v), veh/h
41
750
237
202
587
126
142
155
235
61
0
154
Grp Sat Flow(s),veh/h/In
734
1863
1583
568
1863
1583
1228
1863
1583
990
0
1758
Q Serve(g_s), s
2.4
18.5
4.8
19.0
12.7
2.4
6.7
4.2
8.1
3.3
0.0
4.5
Cycle Q Clear(g_c), s
15.0
18.5
4.8
37.5
12.7
2.4
11.1
4.2
8.1
7.6
0.0
4.5
Prop In Lane
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.34
Lane Grp Cap(c), veh/h
391
1075
913
276
1075
913
376
530
451
328
0
500
V/C Ratio(X)
0.10
0.70
0.26
0.73
0.55
0.14
0.38
0.29
0.52
0.19
0.00
0.31
Avail Cap(c_a), veh/h
391
1075
913
276
1075
913
376
530
451
328
0
500
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
13.1
9.7
6.8
24.7
8.5
6.3
22.6
18.1
19.5
21.1
0.0
18.2
Incr Delay (d2), s/veh
0.5
3.8
0.7
15.6
2.0
0.3
2.9
1.4
4.3
1.2
0.0
1.6
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.5
10.5
2.3
4.8
7.0
1.1
2.5
2.4
4.1
1.0
0.0
2.4
LnGrp Delay(d),s/veh
13.7
13.5
7.5
40.4
10.5
6.6
25.5
19.5
23.8
22.3
0.0
19.8
LnGrp LOS
B
B
A
D
B
A
C
B
C
C
B
Approach Vol, veh/h
1028
915
532
215
Approach Delay, s/veh
12.1
16.6
23.0
20.5
Approach LOS
B
B
C
C
Timer
Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
23.0
42.0
23.0
42.0
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
18.5
37.5
18.5
37.5
Max Q Clear Time (g_c+11), s
13.1
20.5
9.6
39.5
Green Ext Time (p -c), s
1.1
6.0
0.7
0.0
Intersection Summary
HCM 2010 Ctrl Delay
16.5
HCM 2010 LOS
B
Chubbuck Synchro 11 Light Report
T.Hunt Page 4
PM Existing + Proposed
19: Knudsen Blvd East Access 3/3012022
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tib
tt
r
Traffic Volume (veh/h)
298
9
56
732
6
26
Future Volume (Veh/h)
298
9
56
732
6
26
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
324
10
61
796
7
28
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
680
pX, platoon unblocked
vC, conflicting volume
334
849
167
vC1, stage 1 conf vol
329
vC2, stage 2 conf vol
520
vCu, unblocked vol
334
849
167
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
5.8
tF (s)
2.2
3.5
3.3
p0 queue free %
95
99
97
cM capacity (veh/h)
1222
476
848
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
WB 3
NB 1
NB 2
Volume Total
216
118
61
398
398
7
28
Volume Left
0
0
61
0
0
7
0
Volume Right
0
10
0
0
0
0
28
cSH
1700
1700
1222
1700
1700
476
848
Volume to Capacity
0.13
0.07
0.05
0.23
0.23
0.01
0.03
Queue Length 95th (ft)
0
0
4
0
0
1
3
Control Delay (s)
0.0
0.0
8.1
0.0
0.0
12.7
9.4
Lane LOS
A
B
A
Approach Delay (s)
0.0
0.6
10.0
Approach LOS
B
Intersection Summary
Average Delay
0.7
Intersection Capacity Utilization
30.2%
ICU Level of Service
A
Analysis Period (min)
15
Chubbuck Synchro 11 Light Report
T.Hunt Page 5
PM Existing + Proposed
22: Hawthorne Access 3/30/2022
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
r
t
t
Traffic Volume (veh/h)
18
5
526
5
7
713
Future Volume (Veh/h)
18
5
526
5
7
713
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
20
5
572
5
8
775
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
558
pX, platoon unblocked
0.71
vC, conflicting volume
1366
288
577
vC1, stage 1 conf vol
574
vC2, stage 2 conf vol
791
vCu, unblocked vol
1311
288
577
tC, single (s)
6.8
6.9
4.1
tC, 2 stage (s)
5.8
tF (s)
3.5
3.3
2.2
p0 queue free %
94
99
99
cM capacity (vehlh)
328
708
993
Direction, Lane #
WB 1
WB 2
NB 1
NB 2
SB 1
SB 2
Volume Total
20
5
381
196
8
775
Volume Left
20
0
0
0
8
0
Volume Right
0
5
0
5
0
0
cSH
328
708
1700
1700
993
1700
Volume to Capacity
0.06
0.01
0.22
0.12
0.01
0.46
Queue Length 95th (ft)
5
1
0
0
1
0
Control Delay (s)
16.7
10.1
0.0
0.0
8.7
0.0
Lane LOS
C
B
A
Approach Delay (s)
15.4
0.0
0.1
Approach LOS
C
Intersection Summary
Average Delay
0.3
Intersection Capacity Utilization
47.5%
ICU Level
of Service A
Analysis Period (min)
15
Chubbuck Synchro 11 Light Report
T.Hunt Page 6
PM Existing + Proposed
24: 3/30/2022
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tib
tt
r
Traffic Volume (veh/h)
288
16
31
707
6
19
Future Volume (Veh/h)
288
16
31
707
6
19
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
313
17
34
768
7
21
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
324
pX, platoon unblocked
vC, conflicting volume
330
774
165
vC1, stage 1 conf vol
322
vC2, stage 2 conf vol
452
vCu, unblocked vol
330
774
165
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
5.8
tF (s)
2.2
3.5
3.3
p0 queue free %
97
99
98
cM capacity (vehlh)
1226
520
850
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
WB 3
NB 1
NB 2
Volume Total
209
121
34
384
384
7
21
Volume Left
0
0
34
0
0
7
0
Volume Right
0
17
0
0
0
0
21
cSH
1700
1700
1226
1700
1700
520
850
Volume to Capacity
0.12
0.07
0.03
0.23
0.23
0.01
0.02
Queue Length 95th (ft)
0
0
2
0
0
1
2
Control Delay (s)
0.0
0.0
8.0
0.0
0.0
12.0
9.3
Lane LOS
A
B
A
Approach Delay (s)
0.0
0.3
10.0
Approach LOS
B
Intersection Summary
Average Delay
0.5
Intersection Capacity Utilization
29.5%
ICU Level of Service
A
Analysis Period (min)
15
Chubbuck Synchro 11 Light Report
T.Hunt Page 7
HUNT
ENGINEEPING. LLC
Hunt Engineering, LLC
Thomas Hunt, PE
6619 Willow Creek Rd
Mountain Green, UT 84050
801.664.4724
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NO CHUBBUCK FLOOD ZONES IN THIS AREA
UTILITY SERVICE
WATER, SEWER, PRESSURE IRRIGATION UTILITIES
STUBBED INTO SIDE AND WILL BE UTILIZED FOR
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PROPOSED ZONING
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1178 W. LEGACY CROSSING BLVD.
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CENTERVILLE, UTAH 84014
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80 0 80 160 240
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BOUNDARY DESCRIPTION
A PART OF LOT 1 BLOCK 2, YELLOWSTONE COMMONS SUBDIVISION -
DIVISION 2 IN THE WEST 1/2 OF THE NW QUARTER OF SECTION 10,
T.6S., R.34 E., BOISE MERIDIAN CHUBBUCK CITY, BANNOCK COUNTY,
IDAHO.
BEGINNING AT A POINT IN THE NW CORNER OF SAID LOT 1, WHICH
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WEST 1/4 CORNER OF SECTION 10, T.6S.,R.34 E., BOISE MERIDIAN
AND IS ON THE EASTERLY RIGHT OF WAY LINE OF HAWTHORN AVENUE
AS SHOWN ON THE PLAT OF YELLOWSTONE COMMONS SUBDIVISION -
DIVISION 2 AND PROCEEDING N51°26'40"E, 50.57 FEET TO A POINT ON
THE RIGHT OF WAY LINE OF KNUDSON BOULEVARD; THENCE
N89°59'02"E, 150.81 FEET TO A CURVE TURNING TO THE RIGHT WITH
AN ARC LENGTH OF 138.28', WITH A RADIUS OF 398.00 FEET, WITH A
CHORD BEARING OF S80`03'47"E, WITH A CHORD LENGTH OF 137.58';
THENCE S70°06'36"E, 593.00 FEET TO THE NW CORNER OF CHUBBUCK
MEDICAL CENTER - DIVISION 1; THENCE ALONG THE BOUNDARY OF
SAID DIVISION, S17°10'46"W, 47.21 FEET AND S01°21'21"E, 85.58 FEET
AND S19°40'10"W, 169.39 FEET; THENCE SOUTH, 72.72 FEET; THENCE
S89°53'37"W, 811.74 FEET TO THE EAST RIGHT-OF-WAY LINE OF
HAWTHORN AVENUE; THENCE ALONG SAID RIGHT OF WAY LINE
N00°17'27"W, 558.32 FEET TO THE POINT OF BEGINNING,
HAVING AN AREA OF 435597.6S.F., 10.000ACRES
SURVEYOR'S CERTIFICATE
I, ROBERT D. KUNZ, A REGISTERED LAND SURVEYOR OF THE STATE OF
IDAHO, DO HEREBY CERTIFY THAT A SURVEY WAS MADE UNDER MY
DIRECTION OF THE LAND DESCRIBED IN THE ACCOMPANYING BOUNDARY
DESCRIPTION AND THAT THE PLAT UPON WHICH THIS CERTIFICATION
APPEARS WAS MADE UNDER MY DIRECTION. I FURTHER CERTIFY THAT
THE ACCOMPANYING MAP CORRECTLY DEPICTS THE DIVISION OF THE
LAND AS MARKED UPON THE GROUND THE MONUMENTS SHOWN
CONFORMS WITH THAT SET OR FOUND UPON THE GROUND, AND THAT
THE PERTINENT PROVISIONS OF THE STATUTES OF THE STATE OF IDAHO
TOGETHER WITH ALL LOCAL ORDINANCES PERTAINING THERETO HAVE
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ROBERT D. KUNZ
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80 0 80 160 240
Scale: 1 " = 80'
BOUNDARY DESCRIPTION
A PART OF LOT 1 BLOCK 2, YELLOWSTONE COMMONS SUBDIVISION -
DIVISION 2 IN THE WEST 1/2 OF THE NW QUARTER OF SECTION 10,
T.6S., R.34 E., BOISE MERIDIAN CHUBBUCK CITY, BANNOCK COUNTY,
IDAHO.
BEGINNING AT A POINT IN THE NW CORNER OF SAID LOT 1, WHICH
LIES N00°17'27"W, 1249.10 FEET AND N89°42'33"W, 54.95 FROM THE
WEST 1/4 CORNER OF SECTION 10, T.6S.,R.34 E., BOISE MERIDIAN
AND IS ON THE EASTERLY RIGHT OF WAY LINE OF HAWTHORN AVENUE
AS SHOWN ON THE PLAT OF YELLOWSTONE COMMONS SUBDIVISION -
DIVISION 2 AND PROCEEDING N51°26'40"E, 50.57 FEET TO A POINT ON
THE RIGHT OF WAY LINE OF KNUDSON BOULEVARD; THENCE
N89°59'02"E, 150.81 FEET TO A CURVE TURNING TO THE RIGHT WITH
AN ARC LENGTH OF 138.28', WITH A RADIUS OF 398.00 FEET, WITH A
CHORD BEARING OF S80`03'47"E, WITH A CHORD LENGTH OF 137.58';
THENCE S70°06'36"E, 593.00 FEET TO THE NW CORNER OF CHUBBUCK
MEDICAL CENTER - DIVISION 1; THENCE ALONG THE BOUNDARY OF
SAID DIVISION, S17°10'46"W, 47.21 FEET AND S01°21'21"E, 85.58 FEET
AND S19°40'10"W, 169.39 FEET; THENCE SOUTH, 72.72 FEET; THENCE
S89°53'37"W, 811.74 FEET TO THE EAST RIGHT-OF-WAY LINE OF
HAWTHORN AVENUE; THENCE ALONG SAID RIGHT OF WAY LINE
N00°17'27"W, 558.32 FEET TO THE POINT OF BEGINNING,
HAVING AN AREA OF 435597.6S.F., 10.000ACRES
SURVEYOR'S CERTIFICATE
I, ROBERT D. KUNZ, A REGISTERED LAND SURVEYOR OF THE STATE OF
IDAHO, DO HEREBY CERTIFY THAT A SURVEY WAS MADE UNDER MY
DIRECTION OF THE LAND DESCRIBED IN THE ACCOMPANYING BOUNDARY
DESCRIPTION AND THAT THE PLAT UPON WHICH THIS CERTIFICATION
APPEARS WAS MADE UNDER MY DIRECTION. I FURTHER CERTIFY THAT
THE ACCOMPANYING MAP CORRECTLY DEPICTS THE DIVISION OF THE
LAND AS MARKED UPON THE GROUND THE MONUMENTS SHOWN
CONFORMS WITH THAT SET OR FOUND UPON THE GROUND, AND THAT
THE PERTINENT PROVISIONS OF THE STATUTES OF THE STATE OF IDAHO
TOGETHER WITH ALL LOCAL ORDINANCES PERTAINING THERETO HAVE
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DATE
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Surveyor:
R. KUNZ
CREW CHIEF
M. PRETL
Begin Date:
2/23/2022
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Begin Date:
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Engineer:
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Drafter:
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Start Date:
03/14/2022
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03/14/2022
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03/14/2022
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Drafter:T. HUNT
Start Date:
03/14/2022
Name:
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T. HUNT
Start Date:
03/14/2022
Name:
CHUBBUCK PROPERTY
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Revisions
Date
ENGINEERS STAMP
PROJECT INFO.
Engineer:
T. HUNT
0
Drafter:
T. HUNT
Start Date:
03/14/2022
Name:
CHUBBUCK PROPERTY
E4 — Preliminary Plat Application Narrative.
1. The Yellowstone Commons— Division 2 First Amendment Subdivision complies with the applicable
provisions of Chubbuck City Code sections 17.12.030 through 140.
a. Prior to the city review required by (17.12.080: F) we provide this statement as to the
compliance of the preliminary plat with this title.
b. Electronic copies were submitted to the city (17.12.030).
c. The required fees were paid (17.12.050).
d. 17.12.080: F
i. There are no new streets being created by this subdivision. Existing curb gutter and
sidewalk are utilized on Knudsen. Sufficient space is provided on the Plat for the
needed sidewalk improvements on Hawthorne.
ii. There are existing water and sanitary sewer lines in Knudsen and Hawthorne. The
site is utilizing existing utility and access stubs off Knudsen as shown in the
Preliminary Plat. The remaining portion of the proposed subdivision would retain
approximately 700' of frontage on Hawthorne. Hawthorne is down slope from most
of the parcel, which would facilitate any sewer connections required. The
remainder property also maintains it's existing property line with the CHUBBUCK
MEDICAL CENTER DIVISION 1 subdivision and can access additional utilities there.
iii. Fire circulation has been discussed for the CUP site plan application and sufficient
turn around space is provided. In terms of the parcel created by this plat, there is
clear access along Knudsen and Hawthorne for fire access. Again, no new roads are
created via this subdivision.
iv. Storm Drain is handled on site through 100% retention into 3 basins.
v. In years past, this proposed 10 acre lot has been encumbered by a 50' Canal ROW
for the Williamson Siphon Canal (shown on preliminary plat). However, this has
been canceled and relocated to the southern and eastern ends of the existing parcel
(Instrument #21519113). Our plat and site plans have accounted for this relocation.
vi. The site application is consistent with the C-2 zone so long as a CUP application is
approved to allow the conditional use of Apartment Buildings.
vii. There is not anticipated to be common ownership of any land or improvements.
This is one lot and we plan on retaining full ownership. However, there is a shared
access proposed on Hawthorne with the property to the South. We anticipated
taking care of that with a simple access easement agreement but will provide draft
covenants per staff's request.
viii. We look forward to reviews from affected entities per 17.12.080: F 2-10.
e. We look forward to comments from staff and the commission after their "review [of] the
preliminary plat at a scheduled meeting" (17.12.100: A) and anticipate a positive
recommendation to the Council.
f. 17.12.180
i. No new streets are created. Existing width is utilized.
ii. Existing street names are utilized.
iii. Connections to existing streets are shown on the added pages in the preliminary
plat PDF from our CUP application.
iv. Lot dimensions are shown on the preliminary plat. Each side of the single parcel has
a dimension called out.
v. Lot 1 is called out. (Total number of lots is 1)
vi. Location, width and use of easements are called out.
vii. There is no designation of land for public use (parks and open space)
g. 17.12.190
i. Proposed sewage disposal connection points shown on preliminary plat (stubs).
More detail can be found in our CUP application CIVIL set.
ii. Proposed water supply connection points shown on plat (stubs). More detail can be
found in our CUP application CIVIL set.
iii. Proposed storm water is to retain 100% on site. More detail can be found in our
CUP application.
iv. Proposed secondary irrigation connection point shown on plat (stubs). More detail
can be found on our landscape plans in the CUP application.
2. The subdivision proposal complies in principle with all city designs standards as illustrated in our
CUP application.
3. This subdivision application and its associated CUP application is consistent with the C-2 zone so
long as a CUP application is approved to allow the conditional use of Apartment Buildings. Required
building setbacks, landscaping requirements, building facades and connections are consistent with
the C-2 Zone and harmonious with nearby development.
4. Repeating from above: There are existing water and sanitary sewer lines in Knudsen and Hawthorne.
The site is utilizing existing utility and access stubs off Knudsen as shown in the Preliminary Plat. The
remaining portion of the proposed subdivision would retain approximately 700' of frontage on
Hawthorne. Hawthorne is down slope from most of the parcel, which would facilitate any sewer
connections required. The remainder property also maintains it's existing property line with the
CHUBBUCK MEDICAL CENTER DIVISION 1 subdivision and can access additional utilities there. No
protection strip is being utilized.
S. A traffic impact study was provided as part of our CUP application.
6. No new roads are proposed. This site utilized existing and continuous roadway connections.
7. Bicycle and pedestrian circulation clearly seen in the site plan application. There are no proposed
changes to the existing pedestrian and bicycle circulation infrastructure along Knudsen. There is one
additional curb cut on Hawthorne.
8. Public Utility Easements are established along all public right-of-way locations. There is only 1 lot.
Exhibit 5a:
Comprehensive Plan Future Land Use Map
Yellowstone Commons Division 2 First Amendment
rr
CD
0
1940�t-\
CHUBBUCK
1 0
Interstate 86
Future_Designation
Commercial
Employment
High Density
Low Density
Medium Density
Mixed Use
290 E. Linden Avenue, Chubbuck, ID 83202
208.237.2430 — Fax 208.237.2409
www.CityofChubbuck.us
1940�t-\
CHUBBUCK
1 0
Exhibit 5b:
Current Zoning and Requested Change
Yellowstone Commons Division 2 First Amendment
Subject
Property
Interstate 86
Landuse_Categor,
MAgriculture (A)
M Creative Community
M Dense Residential (R-4)
M General Commercial (C-2)
M Industrial (1)
M Limited Commercial (C-1)
M Limited Residential (R-2)
M Limited Residential - P (R -2P)
M Planned Unit Development (PUD)
M Single Family Residential (R-1)
290 E. Linden Avenue, Chubbuck, ID 83202
208.237.2430 — Fax 208.237.2409
www.CityofChubbuck.us
CHUBBUCK
1 0
Exhibit 6:
Evidence of Notice
a. Site Posting
b. Agency notices on file with staff
a. Site Posting
Sign posted March 16, 2022
South side of Knudsen Blvd. East of Hawthorne Rd.
290 E. Linden Avenue, Chubbuck, ID 83202
208.237.2430 — Fax 208.237.2409
www.CityofChubbuck.us