HomeMy WebLinkAboutMULBERRY CONNECTION - FDP200030 - - OTHER JURISDICTIONS (2)
COLORADO DEPARTMENT OF TRANSPORTATION CDOT Permit No. 420047
STATE HIGHWAY ACCESS CODE State Highway/Mile Post/Side
025F / 270.038/Left
NOTICE TO PROCEED Local Jurisdiction
Fort Collins
Permittee(s):
Armie Management, LLC
1855 South Pearl Street, Suite 20
Denver, Colorado 80210
Applicant:
Dan Skeehan
Kimley-Horn and Associates
4582 S. Ulster Street., Suite 1500
Denver, Colorado 80237
(303) 228-2304
The permittee is hereby authorized to proceed with access construction within state highway right-of-way in
accordance with the above referenced State Highway Access Permit and this Notice to Proceed.
This Notice to Proceed is valid only if the referenced Access Permit has not expired. Access Permits expire
one year from date of issue if not under construction, or completed. Access Permits may be extended in
accordance with Section 2.3(11)(d), of the Access Code.
Adequate advance warning is required at all times during access construction, in conformance with the Manual
on Uniform Traffic Control Devices for Streets and Highways.
All construction shall be completed in an expeditious and safe manner and shall be finished within 45 days
from initiation. The permittee or applicant shall notify the Department prior to commencing construction as
indicated on the Access Permit.
Both the Access Permit and this Notice To Proceed shall be available for review at the construction site.
This Notice to Proceed is conditional. The following items shall be addressed prior to or during construction as
appropriate.
Municipality or County Approval (When the appropriate local authority retains issuing authority)
By
(X)
Title Date
This Notice is not valid until signed by a duly authorized representative of the Department
Colorado Department of Transportation
By
(X)
Title
Date
Copy distribution: Required: Make copies as necessary for: Form 1265 8/98, 6/99
Region (original) Local Authority Inspector
Applicant MTCE Patrol Traffic Engineer Staff Access Section
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
COLORADO DEPARTMENT OF TRANSPORTATION STATE HIGHWAY ACCESS PERMIT
CDOT Permit No. 420047
State Highway No / Mp / Side
025F / 270.038 / Left
Permit Fee
$300.00
Date of Transmittal
06/22/2020
Region / Section / Patrol / Name
4 / 01 / 04 Local Jurisdiction
Fort Collins
The Permittee(s):
Armie Management, LLC
1855 South Pearl Street, Suite 20
Denver, Colorado 80210
The Applicant(s):
Dan Skeehan
Kimley-Horn and Associates
4582 S. Ulster Street., Suite 1500
Denver, Colorado 80237
(303) 228-2304
is hereby granted permission to have an access to the state highway at the location noted below. The access shall be constructed, maintained and used in
accordance with this permit, including the State Highway Access Code and any attachments, terms, conditions and exhibits. This permit may be revoked
by the Issuing Authority if at any time the permitted access and its use violate any parts of this permit. The issuing authority, the Department and their duly
appointed agents and employees shall be held harmless against any action for personal injury or property damage sustained by reason of the exercise of
the permit.
Location: The access is to be located on the I-25 West Frontage Road, a distance of 200' North of Mile Post 270 on the west/left side.
Access to Provide Service to: (Land Use Code) (Size) (Units)
999 - City Street Redman Drive
1 Each
Additional Information:
1. The Notice to Proceed will be issued upon receipt of an acceptable construction drawings for the northbound deceleration lane
construction. Materials issues will also need to be determined prior to beginning paving.
2. The Permittee must conduct a preconstruction meeting prior to beginning work within the CDOT right-of-way. The CDOT Access
Inspector must be present at this meeting.
3. The Permittee must provide contractor's certificate(s) of insurance to the CDOT Access Inspector prior to beginning work within the
CDOT right-of-way
4. The Permittee must provide an independent construction inspector for the construction of the highway improvements. The independent
inspector must meet CDOT approval and will report to the Region 4 Access Inspector during construction.
5. The Permittee will need to provide CDOT their engineer's estimate for construction or the final cost after construction before CDOT will
write the acceptance letter.
MUNICIPALITY OR COUNTY APPROVAL
Required only when the appropriate local authority retains issuing authority.
Signature
Print Name
Date
Title
Upon the signing of this permit the permittee agrees to the terms and conditions and referenced attachments contained
herein. All construction shall be completed in an expeditious and safe manner and shall be finished within 45 days from
Initiation. The permitted access shall be completed in accordance with the terms and conditions of the permit prior to
being used.
The permittee shall notify Bruce Barnett with the Colorado Department of Transportation, at (970) 350-2147 at
least 48 hours prior to commencing construction within the State Highway right-of-way.
The person signing as the permittee must be the owner or legal representative of the property served by the permitted access and have full authority to
accept the permit and its terms and conditions.
Permittee Signature:
Print Name Date
This permit is not valid until signed by a duly authorized representative of the Department.
COLORADO DEPARTMENT OF TRANSPORTATION
Signature Print Name Title
Date (of issue)
:
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DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
Josh Heiney 7/9/2020 | 2:08 PM PDT
7/10/2020 | 6:15 AM MDTTim Bilobran Permits Manager
State Highway Access Permit
Form 101, Page 2
The following paragraphs are excerpts of the State Highway
Access Code. These are provided for your convenience but
do not alleviate compliance with all sections of the Access
Code. A copy of the State Highway Access Code is available
from your local issuing authority (local government) or the
Colorado Department of Transportation (Department).
When this permit was issued, the issuing authority made its
decision based in part on information submitted by the
applicant, on the access category which is assigned to the
highway, what alternative access to other public roads and
streets is available, and safety and design standards.
Changes in use or design not approved by the permit or the
issuing authority may cause the revocation or suspension of
the permit.
APPEALS
1. Should the permittee or applicant object to the denial of
a permit application by the Department or object to any of the
terms or conditions of a permit placed there by the
Department, the applicant and permittee (appellant) have a
right to appeal the decision to the [Transportation]
Commission [of Colorado]. To appeal a decision, submit a
request for administrative hearing to the Transportation
Commission of Colorado within 60 days of transmittal of
notice of denial or transmittal of the permit for signature.
Submit the request to the Transportation Commission of
Colorado, 4201 East Arkansas Avenue, Denver, Colorado
80222-3400. The request shall include reasons for the
appeal and may include changes, revisions, or conditions
that would be acceptable to the permittee or applicant.
2. Any appeal by the applicant or permittee of action by a
local issuing authority shall be filed with the local authority
and be consistent with the appeal procedures of the local
authority.
3. In submitting the request for administrative hearing, the
appellant has the option of including within the appeal a
request for a review by the Department’s internal
administrative review committee pursuant to [Code]
subsection 2.10. When such committee review is requested,
processing of the appeal for formal administrative hearing,
2.9(5) and (6), shall be suspended until the appellant notifies
the Commission to proceed with the administrative hearing,
or the appellant submits a request to the Commission or the
administrative law judge to withdraw the appeal. The two
administrative processes, the internal administrative review
committee, and the administrative hearing, may not run
concurrently.
4. Regardless of any communications, meetings,
administrative reviews or negotiations with the Department
or the internal administrative review Committee regarding
revisions or objections to the permit or a denial, if the
permittee or applicant wishes to appeal the Department's
decision to the Commission for a hearing, the appeal must
be brought to the Commission within 60 days of transmittal
of notice of denial or transmittal of the permit.
PERMIT EXPIRATION
1. A permit shall be considered expired if the access is not
under construction within one year of the permit issue date
or before the expiration of any authorized extension. When
the permittee is unable to commence construction within one
year after the permit issue date, the permittee may request a
one year extension from the issuing authority. No more than
two one-year extensions may be granted under any
circumstances. If the access is not under construction within
three years from date of issue the permit will be considered
expired. Any request for an extension must be in writing and
submitted to the issuing authority before the permit expires.
The request should state the reasons why the extension is
necessary, when construction is anticipated, and include a
copy of page 1 (face of permit) of the access permit.
Extension approvals shall be in writing. The local issuing
authority shall obtain the concurrence of the Department
prior to the approval of an extension, and shall notify the
Department of all denied extensions within ten days. Any
person wishing to reestablish an access permit that has
expired may begin again with the application procedures. An
approved Notice to Proceed, automatically renews the
access permit for the period of the Notice to Proceed.
CONSTRUCTION
1. Construction may not begin until a Notice to Proceed is
approved. (Code subsection 2.4]
2. The construction of the access and its appurtenances as
required by the terms and conditions of the permit shall be
completed at the expense of the permittee except as
provided in subsection 2.14. All materials used in the
construction of the access within the highway right-of-way or
on permanent easements, become public property. Any
materials removed from the highway right-of-way will be
disposed of only as directed by the Department. All fencing,
guard rail, traffic control devices and other equipment and
materials removed in the course of access construction shall
be given to the Department unless otherwise instructed by
the permit or the Department inspector.
3. The permittee shall notify the individual or the office
specified on the permit or Notice to Proceed at least two
working days prior to any construction within state highway
right-of-way. Construction of the access shall not proceed
until both the access permit and the Notice to Proceed are
issued. The access shall be completed in an expeditious and
safe manner and shall be finished within 45 days from
initiation of construction within the highway right-of-way. A
construction time extension not to exceed 30 working days
may be requested from the individual or office specified on
the permit.
4. The issuing authority and the Department may inspect
the access during construction and upon completion of the
access to ensure that all terms and conditions of the permit
are met. Inspectors are authorized to enforce the conditions
of the permit during construction and to halt any activities
within state right-of-way that do not comply with the
provisions of the permit, that conflict with concurrent highway
construction or maintenance work, that endanger highway
property, natural or cultural resources protected by law, or
the health and safety of workers or the public.
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5. Prior to using the access, the permittee is required to
complete the construction according to the terms and
conditions of the permit. Failure by the permittee to abide by
all permit terms and conditions shall be sufficient cause for
the Department or issuing authority to initiate action to
suspend or revoke the permit and close the access. If in the
determination of the Department or issuing authority the
failure to comply with or complete the construction
requirements of the permit create a highway safety hazard,
such shall be sufficient cause for the summary suspension
of the permit. If the permittee wishes to use the access prior
to completion, arrangements must be approved by the
issuing authority and Department and included in the permit.
The Department or issuing authority may order a halt to any
unauthorized use of the access pursuant to statutory and
regulatory powers. Reconstruction or improvement of the
access may be required when the permittee has failed to
meet required specifications of design or materials. If any
construction element fails within two years due to improper
construction or material specifications, the permittee shall be
responsible for all repairs. Failure to make such repairs may
result in suspension of the permit and closure of the access.
6. The permittee shall provide construction traffic control
devices at all times during access construction, in
conformance with the M.U.T.C.D. as required by section 42-
4-104, C.R.S., as amended.
7. A utility permit shall be obtained for any utility work within
highway right-of-way. Where necessary to remove, relocate,
or repair a traffic control device or public or private utilities for
the construction of a permitted access, the relocation,
removal or repair shall be accomplished by the permittee
without cost to the Department or issuing authority, and at
the direction of the Department or utility company. Any
damage to the state highway or other public right-of-way
beyond that which is allowed in the permit shall be repaired
immediately. The permittee is responsible for the repair of
any utility damaged in the course of access construction,
reconstruction or repair.
8. In the event it becomes necessary to remove any right-
of-way fence, the posts on either side of the access shall be
securely braced with an approved end post before the fence
is cut to prevent any slacking of the remaining fence. All
posts and wire removed are Department property and shall
be turned over to a representative of the Department.
9. The permittee shall ensure that a copy of the permit is
available for review at the construction site at all times. The
permit may require the contractor to notify the individual or
office specified on the permit at any specified phases in
construction to allow the field inspector to inspect various
aspects of construction such as concrete forms, subbase,
base course compaction, and materials specifications. Minor
changes and additions may be ordered by the Department
or local authority field inspector to meet unanticipated site
conditions.
10. Each access shall be constructed in a manner that shall
not cause water to enter onto the roadway or shoulder, and
shall not interfere with the existing drainage system on the
right-of-way or any adopted municipal system and drainage
plan.
11. By accepting the permit, permittee agrees to save,
indemnify, and hold harmless to the extent allowed by law,
the issuing authority, the Department, its officers, and
employees from suits, actions, claims of any type or
character brought because of injuries or damage sustained
by any person resulting from the permittee's use of the
access permit during the construction of the access.
CHANGES IN ACCESS USE AND PERMIT VIOLATIONS
1. It is the responsibility of the property owner and
permittee to ensure that the use of the access to the property
is not in violation of the Code, permit terms and conditions or
the Act. The terms and conditions of any permit are binding
upon all assigns, successors-in-interest, heirs and
occupants. If any significant changes are made or will be
made in the use of the property which will affect access
operation, traffic volume and or vehicle type, the permittee or
property owner shall contact the local issuing authority or the
Department to determine if a new access permit and
modifications to the access are required.
2. When an access is constructed or used in violation of
the Code, section 43-2-147(5)(c), C.R.S., of the Act applies.
The Department or issuing authority may summarily suspend
an access permit and immediately order closure of the
access when its continued use presents an immediate threat
to public health, welfare or safety. Summary suspension
shall comply with article 4 of title 24, C.R.S.
MAINTENANCE
1. The permittee, his or her heirs, successors-in-interest,
assigns, and occupants of the property serviced by the
access shall be responsible for meeting the terms and
conditions of the permit, the repair and maintenance of the
access beyond the edge of the roadway including any cattle
guard and gate, and the removal or clearance of snow or ice
upon the access even though deposited on the access in the
course of Department snow removal operations. Within
unincorporated areas the Department will keep access
culverts clean as part of maintenance of the highway
drainage system. However, the permittee is responsible for
the repair and replacement of any access-related culverts
within the right-of-way. Within incorporated areas, drainage
responsibilities for municipalities are determined by statute
and local ordinance. The Department will maintain the
roadway including auxiliary lanes and shoulders, except in
those cases where the access installation has failed due to
improper access construction and/or failure to follow permit
requirements and specifications in which case the permittee
shall be responsible for such repair. Any significant repairs
such as culvert replacement, resurfacing, or changes in
design or specifications, requires authorization from the
Department.
Form 101, Page 3
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COLORADO DEPARTMENT OF TRANSPORTATION
Environmental Clearances Information Summary
PURPOSE - This summary is intended to inform entities external to CDOT that may be entering the state highway right-of-way to
perform work related to their own facilities (such as Utility, Special Use or Access Permittees), about some of the more commonly
encountered environmental permits/clearances that may apply to their activities. This listing is not all-inclusive - additional
environmental or cultural resource permits/clearances may be required in certain instances. Appropriate local, state and federal
agencies should be contacted for additional information if there is any uncertainty about what permits/clearances are required for a
specific activity. IMPORTANT – Please Review The Following Information Carefully – Failure to Comply With Regulatory
Requirements May Result In Suspension or Revocation of Your CDOT Permit, Or Enforcement Actions By Other Agencies.
CLEARANCE CONTACTS - As indicated in the permit/clearance descriptions listed below, the following individuals or agencies
may be contacted for additional information:
• Colorado Department of Public Health and Environment (CDPHE): General Information – (303) 692-2035
Water Quality Control Division (WQCD): (303) 692-3500
Environmental Permitting Website https://www.colorado.gov/pacific/cdphe/all-permits
• CDOT Water Quality Program Manager: (303) 757-9343 https://www.codot.gov/programs/environmental/water-quality
• CDOT Asbestos Project Manager: Phil Kangas, (303) 512-5519
• Colorado Office of Archaeology and Historic Preservation: (303) 866-5216
• U.S. Army Corps of Engineers, District Regulatory Offices:
Omaha District (NE CO), Denver Office (303) 979-4120
http://www.nwo.usace.army.mil/Missions/RegulatoryProgram/Colorado.aspx
Sacramento Dist. (Western CO), Grand Junction Office (970) 243-1199
http://www.spk.usace.army.mil/Missions/Regulatory.aspx
Albuquerque District (SE CO), Pueblo Office (719)-543-9459
http://www.spa.usace.army.mil/Missions/RegulatoryProgramandPermits.aspx
• CDOT Utilities, Special Use and Access Permitting: (303) 757-9654 https://www.codot.gov/business/permits
Wildlife Resources - Disturbance of wildlife shall be avoided to the maximum extent practicable. Entry into areas of known or
suspected threatened or endangered species habitat will require special authorization from the CDOT permitting office. If any
threatened or endangered species are encountered during the progress of the permitted work, work in the subject area shall be halted
and the CDOT Regional Permitting Office and Region Planning and Environmental Manager shall be contacted immediately.
Authorization must be provided by CDOT prior to the continuation of work. Information about threatened or endangered species may
be obtained from the CDOT website, http://www.codot.gov/programs/environmental/wildlife/guidelines, or the Colorado Parks and
Wildlife (CPW) website, http://www.cpw.state.co.us/learn/Pages/SOC-ThreatenedEndangeredList.aspx. Additional guidance may be
provided by the appropriate Region Planning and Environmental Manager (RPEM).
Cultural Resources - The applicant must request a file search of the permit area through the Colorado Office of Archaeology and
Historic Preservation (OAHP), Denver, to ascertain if historic or archaeological resources have previously been identified
(http://www.historycolorado.org/oahp/file-search). Inventory of the permit area by a qualified cultural resources specialist may be
necessary, per the recommendation of CDOT. If archaeological sites/artifacts or historic resources are known to exist prior to the
initiation of the permitted work or are encountered as the project progresses, all work in the subject area shall be halted and the CDOT
Regional Permitting Office and Region Planning and Environmental Manager shall be contacted immediately. Authorization must be
provided by CDOT prior to the continuation of work. Additional guidance may be provided by the Regional Permitting Office and
RPEM. Contact Information: Contact the OAHP for file searches at (303) 866-5216.
Paleontological Resources - The applicant must request a fossil locality file search through the University of Colorado Museum,
Boulder (https://cumuseum.colorado.edu/research/paleontology/vertebrates/policies), and the Denver Museum of Nature and Science
(http://www.dmns.org/science/collections/earth-science-collections/) to ascertain if paleontological resources have been previously
identified in or near the permit area. Inventory of the permit area by a qualified paleontologist may be necessary, per the
recommendation of CDOT. If fossils are encountered during the permitted work, all work in the subject area shall be halted and the
CDOT Regional Permitting Office and Region Planning and Environmental Manager shall be contacted immediately. Authorization
must be provided by CDOT prior to the continuation of work. Additional guidance may be provided by the Regional Permitting Office
in the Permit Special Provisions. Contact Information: See the museum websites listed above for Paleontological Collections
Manager contact information. Contact the CDOT Paleontologist for further information at nicole.peavey@state.co.us or (303) 757-
9632. The CDOT Paleontologist will not conduct a comprehensive file search independently of the museums.
Hazardous Materials, Solid Waste - The Solid Wastes Disposal Sites and Facilities Act C.R.S. 30-20-100, et al, and Regulations
Pertaining to Solid Waste Disposal Sites and Facilities (6 CCR 1007-2), prohibit solid waste disposal without an approved Certificate
of Designation (a landfill permit). The Colorado Hazardous Waste Act C.R.S. 25-15-301 et al, and the Colorado Hazardous Waste
Regulations (6 CCR 1007-3) prohibit the transfer, storage or disposal (TSD) of hazardous waste except at permitted TSD sites. There
are no permitted landfills or TSD sites within the State Highway Right of Way. Therefore, all solid or hazardous wastes that might be
generated by the activities of entities entering the State Highway Right of Way must be removed from the ROW and disposed of at a
permitted facility or designated collection point (e.g., for solid waste, a utility or construction company’s own dumpster). If pre-existing
solid waste or hazardous materials contamination (including oil or petroleum contaminated soil, asbestos, chemicals, mine tailings,
etc.) is encountered during the performance of work, the permittee shall halt work in the affected area and immediately contact the
CDOT Regional Permitting Office for direction as to how to proceed. Contact Information: Theresa Santangelo-Dreiling, CDOT
Hazardous Materials Management Supervisor: (303) 512-5524.
Asbestos Containing Materials, Asbestos Contaminated Soil - All work on asbestos containing materials (ACM) must comply with
the applicable requirements of the CDPHE Air Pollution Control Division’s (APCD) Regulation 8. Disposal of ACM, and work done in
asbestos-contaminated soil, must comply with the CDPHE Hazardous Materials and Waste Management Division’s (HMWMD) Solid
Environmental Clearances Information Summary Page 1 of 3 Colorado Department of Transportation August 2017
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Waste Regulations. The application for any CDOT permit must specifically identify any ACM involved in the work for which
authorization is being requested. Additional guidance or requirements may be specified in the permit special provisions. Contact
Info: CDPHE APCD and HMWMD Regulations can be accessed via the CDPHE Environmental Permitting Website listed above.
Additional information concerning clearance on CDOT projects is available from the CDOT Asbestos Project Manager (303) 512-
5519, or Theresa Santangelo-Dreiling, Hazardous Materials Management Supervisor: (303) 512-5524.
Transportation of Hazardous Materials - No person may offer or accept a hazardous material for transportation in commerce unless
that person is registered in conformance with the United States Department of Transportation regulations at 49 CFR, Part 171. The
hazardous material must be properly classed, described, packaged, marked, labeled, and in condition for shipment as required or
authorized by applicable requirements, or an exemption, approval or registration has been issued. Vehicles requiring a placard, must
obtain authorization and a State HAZMAT Permit from the Colorado Public Utilities Commission. Contact Information: For
authorization and more info call the Federal Motor Safety Carrier Administration, US DOT for inter- and intra-state HAZMAT
Registration (303) 969-6748. Colorado Public Utilities Commission: (303) 894-2868.
Discharge of Dredged or Fill Material – 404 Permits Administered By the U.S. Army Corps of Engineers, and Section 401
Water Quality Certifications Issued by the CDPHE WQCD - Corps of Engineers 404 permits are required for the discharge of
dredged or fill materials into waters of the United States, including wetlands. There are various types of 404 permits, including
nationwide permits, which are issued for activities with relatively minor impacts. For example, there is a nationwide permit for utility
line activities (nwp #12). Depending upon the specific circumstances, it is possible that either a “general” or “individual” 404 permit
would be required. If an individual 404 permit is required, section 401 water quality certification from the CDPHE WQCD is also
required. Contact the appropriate Corps District Regulatory Office for information about what type of 404 permit may be required
(contact information above). Contact the CDPHE Water Quality Control Division at (303) 692-3500.
Working on or in any stream or its bank - In order to protect and preserve the state’s fish and wildlife resources from actions that
may obstruct, diminish, destroy, change, modify, or vary a natural existing stream or its banks or tributaries, it may be necessary to
obtain a Senate Bill 40 certification from the Colorado Department of Natural Resources. A stream is defined as 1) represented by a
solid blue line on USGS 7.5’ quadrangle maps; and/or 2) intermittent streams providing live water beneficial to fish and wildlife; and/or
3) segments of streams supporting 25% or more cover within 100 yards upstream or downstream of the project; and/or 4) segments of
streams having wetlands present within 200 yards upstream or downstream of the project measured by valley length. The CPW
application, as per guidelines agreed upon by CDOT and CPW, can be accessed at https://www.codot.gov/programs/environmental/
wildlife/guidelines.
Stormwater Construction Permit (SCP) and Stormwater Discharge From Industrial Facilities - Discharges of stormwater runoff
from construction sites disturbing one acre or more - or certain types of industrial facilities, such as concrete batch plants - require a
CDPS Stormwater Permit. Contact Information: Contact the CDPHE Water Quality Control Division at (303) 692-3500. Website:
https://www.colorado.gov/pacific/cdphe/wq-construction-general-permits and https://colorado.gov/pacific/cdphe/wq-commerce-and-
industry-permits.
Construction Dewatering (Discharge or Infiltration) and Remediation Activities - Discharges of water encountered during
excavation or work in wet areas may require a Construction Dewatering or Remediation Activities Discharge Permit. Contact
Information: For Construction Dewatering and Remediation Activities Discharge Permits, contact the CDPHE WQCD at (303) 692-
3500. For Applications and Instructions (CDPHE website): https://www.colorado.gov/pacific/cdphe/wq-construction-general-permits.
Municipal Separate Storm Sewer System (MS4) Discharge Permit - Discharges from the storm sewer systems of larger
municipalities, and from the CDOT highway drainage system that lies within those municipalities, are subject to MS4 Permits issued
by the CDPHE WQCD. For facilities that lie within the boundaries of a municipality that is subject to an MS4 permit, the owner of such
facility should contact the municipality regarding stormwater related clearances that may have been established under that
municipality's MS4 permit. All discharges to the CDOT highway drainage system or within the Right of Way (ROW) must comply with
the applicable provisions of the Colorado Water Quality Control Act, the Water Quality Control Commission (WQCC) Regulations
(https://www.colorado.gov/pacific/cdphe/wqcc-regulations-and-policies-and-water-quality-statutes) and the CDOT MS4 Permit # COS-
000005 (https://www.codot.gov/programs/environmental/water-quality/documents). Discharges are subject to inspection by CDOT
and CDPHE. Contact the CDPHE Water Quality Control Division at (303) 692-3500 for a listing of municipalities required to obtain
MS4 Permits, or go to https://www.colorado.gov/pacific/cdphe/wq-municipal-ms4-permits. For CDOT-related MS4 regulations, go to:
https://www.codot.gov/programs/environmental/water-quality/stormwater-programs.html.
General Prohibition – Discharges - All discharges are subject to the provisions of the Colorado Water Quality Control Act and the
Colorado Discharge Permit Regulations. Prohibited discharges include, but are not limited to, substances such as wash water, paint,
automotive fluids, solvents, oils or soaps and sediment. Contact Information: Contact the CDPHE Water Quality Control Division at
(303) 692-3500.
General Authorization - Allowable Non-Stormwater Discharges - Unless otherwise identified by CDOT or the WQCD as significant
sources of pollutants to the waters of the State, the following discharges to stormwater systems are allowed without a Colorado
Discharge Permit System permit: landscape irrigation, diverted stream flows, uncontaminated ground water infiltration to separate
storm sewers, discharges from potable water sources, foundation drains, air conditioning condensation, irrigation water,
uncontaminated springs, footing drains, water line flushing, flows from riparian habitats and wetlands, and flow from firefighting
activities. Allowable non-stormwater discharges can be found under Illicit Discharge PDD at: https://www.codot.gov/programs/
environmental/water-quality/stormwater-programs.html. Contact Information: The CDPHE Water Quality Control Division (telephone
#’s listed above).
Erosion and Sediment Control Practices - For activities requiring a Stormwater Construction Permit, erosion control requirements
will be specified in that permit. In situations where a stormwater permit is not required, all reasonable measures should be taken to
minimize erosion and sedimentation according to CDOT Standard Specifications 107.25, 208, 213 and 216 (https://www.codot.gov/
business/designsupport/2011-construction-specifications/2011-Specs/2011-specs-book). All disturbances require a stabilization plan,
native seeding or landscape design plan according to applicable CDOT Standard Specifications 212-217 and 623. The CDOT
Erosion Control and Stormwater Quality Guide (available from the Bid Plans Office at (303) 757-9313) should be used to design
erosion controls and restore disturbed vegetation.
Environmental Clearances Information Summary Page 2 of 3 Colorado Department of Transportation August 2017
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Disposal of Drilling Fluids - Drilling fluids used in operations such as Horizontal Directional Drilling may be classified as “discharges”
or “solid wastes,” and in general, should be pumped or vacuumed from the construction area, removed from the State Highway Right
of Way, and disposed of at permitted facilities that specifically accept such wastes. Disposal of drilling fluids into storm drains, storm
sewers, roadside ditches or any other type of man-made or natural waterway is prohibited by Water Quality Control and/or Solid
Waste regulations. Small quantities of drilling fluid solids (less than 1 cubic yard of solids) may be left on-site after either being
separated from fluids or after infiltration of the water, provided: 1) the drilling fluid consists of only water and bentonite clay, or, if
required for proper drilling properties, small quantities of polymer additives that are approved for use in drinking water well drilling; 2)
the solids are fully contained in a pit, and are not likely to pose a nuisance to future work in the area, 3) the solids are covered and the
area restored as required by CDOT permit requirements (Utility, Special Use, or Access Permits, etc.). Contact Information:
Contact CDPHE (telephone #’s listed above).
Noxious Weeds and Invasive Species Management Plan – Noxious Weeds and Invasive Species guidance can be found by
contacting the Colorado Department of Agriculture (https://www.colorado.gov/pacific/agconservation/noxiousweeds) and the
Colorado Division of Parks and Wildlife (http://cpw.state.co.us/aboutus/Pages/RS-NoxiousWeeds.aspx). In either case, management
plans involving the control of noxious weeds associated with the permitted activity and cleaning of equipment will be required.
Concrete Washout - Waste generated from concrete activities shall NOT be allowed to flow into the drainage ways, inlets, receiving
waters, or in the CDOT ROW. Concrete waste shall be placed in a temporary concrete washout facility and must be located a
minimum of 50 feet from state waters, drainageways, and inlets. Concrete washout shall only be performed as specified by the CDOT
Environmental Program and shall be in accordance to CDOT specifications and guidelines. Contact Information: Contact CDPHE or
find additional information on the CDOT website: https://www.codot.gov/business/designsupport/2011-construction-
specifications/2011-Specs and refer to the specifications and their revisions for sections 101, 107 and 208.
Spill Reporting - Spills shall be contained and cleaned up as soon as possible. Spills shall NOT be washed down into the storm
drain or buried. All spills shall be reported to the CDOT Illicit Discharge Hotline at (303) 512-4446 (4H20), as well as the Regional
Permitting Office and Regional Maintenance Supervisor. Spills on highways, into waterways, any spill in the highway right-of-way
exceeding 25 gallons, or that may otherwise present an immediate danger to the public shall be reported by calling 911, and shall also
be reported to the CDPHE at 1-877-518-5608. More information can be found at https://www.colorado.gov/pacific/cdphe/emergency-
reporting-line.
About This Form - Questions or comments about this Information Summary may be directed to Alex Karami, Program Administrator,
CDOT Access Management Unit, at (303) 757-9841, alex.karami@state.co.us.
Environmental Clearances Information Summary Page 3 of 3 Colorado Department of Transportation August 2017
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CDOT has aMunicipal Separate Storm Sewer System permit, otherwise known as (MS4) from the Colorado Department of Public Health and Environment. The permit states that only stormwater can be discharged from CDOT’s storm drain system As part of the permit, CDOT has several different programs to prevent pollutants from entering into the storm drain system: Construction Site Program New Development Redevelopment Program Illicit Discharge Program Industrial Facilities Program Public Education and Outreach Program Pollution Prevention and Good Housekeeping Program Wet Weather Monitoring Program What is stormwater runoff? Stormwater runoff occurs when precipitation from rain or snowmelt flows over the ground. Impervious surfaces like roads and sidewalks prevent stormwater from naturally soaking into the groundWhy is stormwater runoff a problem? Stormwater can pick up debris, chemicals, dirt and other pollutants and flow into CDOT’s storm drain system or directly into a stream, river, lake, wetland or reservoir. Anything that enters CDOT’s storm drain system is discharged untreated into the waterways we use for fishing, swimming, and providing drinking water.For more information on CDOT Utility Permits: https://www.codot.gov/business/permits/utilitiesspecialuse For more information on CDOT Access Permits: https://www.codot.gov/business/permits/accesspermits For more information on CDOT Water Quality Program: Water Quality Program Manager 4201 E. Arkansas Ave. Shumate Building Denver, Colorado 80222 303‐757‐9343 Water Quality Program Industrial Facilities Program Dredged spoil, dirt, slurry, solid waste, incinerator residue, sewage, sewage sludge, garbage, trash, chemical waste, biological nutrient, biological material, radioactive material, heat, pH, wrecked or discarded equipment, rock, sand, any industrial, municipal, or agricultural waste. Tips for Reporting an Illicit Discharge Call the illicit discharge hotline at (303) 512‐4426 From a safe distance try to estimate the amount of the discharge. Identify characteristics of the discharge (color, odor, algae, etc.). Obtain information on the vehicle dumping the waste (if applicable). Do not approach! Call *CSP for illicit dumping. If possible, take a photo, record a license plate. REMEMBER: Never get too close to the illicit discharge, it may be dangerous!!! DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
Industrial Facilities Program Elements: 1.Educate and outreach to ownersor operators that have potential tocontribute substantial pollutant towater.2.Report and include information ondischarge and water qualityconcerns. Provide writtennotification within 15 days ofdiscovery to CDPHE.3.Submit an annual report to CDPHEcontaining the number ofinformational brochuresdistributed; name and title of each individual trained. Education There are instances when a utility company or other entity doing work in the state highway right‐of‐way will require some type of environmental permit or clearance for that work. CDOT has put together an Environmental Clearances Information Summary for those applying for a CDOT Utility and Special Use Permit or Access Permit to obtain all required clearances. This fact sheet is given to each permittee and is available at: http://www.coloradodot.info/programs/environmental/resources/guidance-standards/Environmental%20Clearances%20Info%20Summary.pdf Industrial facilities can use control measures (CM) otherwise known as Best Management Practices (BMP) during the construction of a facility and when operating the facility. Control measures are schedules of activities, maintenance procedures, and other management practices to prevent and reduce pollution entering into CDOT’s storm drain system. Control Measures also include treatment, operating procedures, and practices to control site run off which can include structural and non‐structural controls. Control Measures for Industrial Facilities CDOT defines a utility, or utility facility as any privately, publicly, or cooperatively owned line, facility, or system producing, transmitting or distributing the following: CommunicationsCable televisionPowerElectricityLightHeat GasOilCrude ProductsWaterStreamWasteStormwater not connected with highway drainageSimilar CommodityDocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
State Highway Access Permit
Attachment to Permit No. 420047 - Additional Terms and Conditions 1
1. If there are any questions regarding this permit, please contact Allyson Mattson at (970) 350-2148.
2. The Permittee or the contractor shall notify Bruce Barnett at (970) 350-2147 at least two working days
prior to beginning any access improvements or construction of any kind within the State Highway right-
of-way. Failure to comply with this requirement may result in revocation of this permit.
3. The Permittee shall request final inspection by Bruce Barnett at (970) 350-2147 within 10 days following
the completion of access construction, and prior to authorized use. The Permittee or their
representative shall be present.
4. The Permittee must provide an independent construction inspector for the construction of this access
and associated highway improvements. The independent inspector must meet CDOT approval and will
report to the Region 4 Access Inspector during construction.
5. A fully executed complete copy of this permit must be on the job site with the contractor at all times
during construction. Failure to comply with this or any other construction requirement may result in the
immediate suspension of work by order of the Department inspector or the issuing authority.
6. The Permittee shall refer to all additional standard requirements included with this permit and any
enclosed additional terms, conditions, exhibits, and noted attachments.
7. Incorporated as part of this permit are the following:
Application for Access Permit (CDOT Form No. 137)
Permit (CDOT Form No. 101) and its attachments
Exhibits:
“A” – Access Plans (to be filed with the Notice to Proceed)
“B” – Vicinity Map
8. This permit is issued in accordance with the State Highway Access Code (2 CCR 601-1), and is based
upon the information submitted by the Permittee. This permit is only for the use and purpose stated in
the Application and Permit. Any changes in traffic volumes or type, drainage, or other operation aspects
may render this permit void, requiring a new permit to be applied for based upon the existing and
anticipated future conditions.
9. All work is to conform to the plans referenced by this permit on file with the Department or as modified
by this permit. (If discrepancies arise, this permit shall take precedence over the plans.) The Department
plan review is only for the general conformance with the Department’s design and code requirements.
The Department is not responsible for the accuracy and adequacy of the design, dimensions, elevations,
and any other elements which shall be confirmed and correlated at the work site. The Department,
through the approval of this document, assumes no responsibility for the completeness and/or accuracy
of the plans.
10. The Permittee is responsible for obtaining any necessary additional federal, state, and/or city/county
permits or clearances required for construction of the access. Approval of this access permit does not
constitute verification of this action by the Permittee.
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State Highway Access Permit
Attachment to Permit No. 420047 - Additional Terms and Conditions 2
11. The State requires a Certificate of Insurance prior to commencing any work on the State Highway right-
of-way. Policies shall name the State of Colorado as additional insured party. All vendors, contractors,
and utility companies shall procure, at their own expense, and maintain for the duration of the work
period, the following minimum insurance coverages:
A. Standard workman’s compensation and employer’s liability, including occupational disease, covering all
employees engaged in performance of the work at the site, in the amount required by State Statutes.
B. Comprehensive general liability in the amount of $600,000 combined single limit bodily injury and
property damage, each occurrence and $2,000,000 annual aggregate.
C. Automobile liability in the amount of $600,000 combined single limit bodily injury and property damage,
for each accident.
Certificates of insurance showing compliance with these provisions shall be attached to and made a part
of this permit and be available on the site during construction.
12. All costs associated with the improvements to this intersection are the responsibility of the Permittee.
This includes design, construction, signing and striping, utility relocation, testing of materials, and
inspections. In the event a new signal is warranted in the future, CDOT will not participate in any fashion
with that signal installation, including financially.
13. It is the responsibility of the Permittee to determine which environmental clearances and/or regulations
apply to the project, and to obtain any clearances that are required directly for the appropriate agency
prior to commencing work. Please refer to or request a copy of the “CDOT Environmental Clearance
Information Summary” (ECIS) for details. The ECIS may be obtained from the CDOT Permitting Offices or
may be accessed via the CDOT Planning/Construction-Environmental Guidance webpage at
http://www.dot.state.co.us/environmental/Forms/asp. FAILURE TO COMPLY WITH REGULATORY
REQUIREMENTS MAY RESULT IN THE SUSPENSION OR REVOCATION OF YOUR CDOT PERMIT, OR
ENFORCEMENT ACTIONS BY OTHER AGENCIES.
ALL discharges are subject to the provisions of the Colorado Water Quality Act and the Colorado
Discharge Permit Regulations. Prohibited discharges include substances such as: wash water, paint,
automotive fluids, solvents, oils or soaps.
Unless otherwise identified by CDOT or the Colorado Department of Public Health and Environmental
(CDPHE) Water Quality Control Division (WQCD) as significant sources of pollutants to the waters of the
State, the following discharges to storm water systems are allowed without a Colorado Discharge Permit
System Permit: landscape irrigation, diverted stream flows, uncontaminated ground water infiltration
to separate storm sewers, discharges from potable water sources, foundation drains, air condition
condensation, irrigation water, springs, footing drains, waterline flushing, flows from riparian habitats
and wetlands, and flow from fire-fighting activities.
ANY OTHER DISCHARGES, including storm water discharges from industrial facility or construction sites,
may require Colorado Discharge Permit System permits from CDPHE before work begins. For additional
information and forms, go to the CHPHE website at:
http://cdphe.state.co.us/wq/PermitsUnit/wqu.
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State Highway Access Permit
Attachment to Permit No. 420047 - Additional Terms and Conditions 3
14. Should any excavation encounter plant or animal fossils, the remains of historic or prehistoric structures,
artifacts, (pottery, stone tools, arrowheads, etc.), the work shall be stopped and the Permittee shall
notify the Department inspector.
15. Survey markers or monuments must be preserved in their original positions. Notify the Department at
(970) 350-2173 immediately upon damage to or discovery of such markers or monuments at the work
site. Any survey markers or monuments disturbed during the permitted work shall be repaired and/or
replaced immediately at the expense of the Permittee.
16. If State Highway right-of-way fence exists or is proposed, the Permittee must contact Bruce Barnett at
the Greeley Traffic Office, (970) 350-2147 prior to removal or installation. The Permittee will be required
to obtain a highway right-of-way fence agreement for a special fence if the Permittee desires to remove
the existing standard highway fencing in this area.
When it is necessary to remove any highway right-of-way fence, the posts on either side of the access
entrance shall be securely braced with approved end posts and in conformance with the Department’s
M-607 -1 standard, before the fence is cut to prevent slacking of the remaining fence. All post and wire
removed shall be return to the Department.
17. This permit is subject to revocation due to: 1) Noncompliance with the provisions of this permit; 2)
Abandonment; 3) Supersedure by new permit covering the same installation; or 4) Conflict with
necessary planned highway construction and/or improvements. The permittee shall promptly terminate
occupancy upon notice of cancellation of the permit from the Department, unless a new permit is
applied for and granted.
18. The Department inspector may suspend work due to: 1) Noncompliance with the provisions of this
permit; 2) Adverse weather or traffic conditions; 3) Concurrent highway construction or maintenance in
conflict with permit work; 4) Any condition deemed unsafe for workers or the general public. The work
may be resumed upon notice from the Department Inspector.
19. If necessary, minor changes, corrections, and/or additions to this permit may be ordered by the
Department inspector, other Department representative or local authority to meet unanticipated site
conditions. Changes may not be in violation of the State Highway Access Code. All major changes to the
plan must be approved in writing by the Department prior to commencement of any work on or within
the State Highway right-of-way.
20. Reconstruction and improvements to the access may be required when the Permittee has failed to meet
the required design and/or material specifications. If any construction element fails within two years
due to improper construction or material specifications, the Permittee is responsible for all such repairs.
21. The Department retains the right to perform any necessary maintenance work in this area.
22. Routine, periodic maintenance and emergency repairs may be performed within the State Highway
right-of-way, under general terms and conditions of the permit. Any significant repairs such as culvert
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State Highway Access Permit
Attachment to Permit No. 420047 - Additional Terms and Conditions 4
replacement, resurfacing, or changes in design or specifications, will require written authorization from
the Department. The Department shall be given proper advance notice whenever maintenance work will
affect the movement or safety of traffic on the State Highway. In an emergency, the Department Region
Office and the State Patrol shall immediately be notified of possible hazards.
23. Access construction methods and materials shall conform to the Colorado Department of Transportation
Standard Specifications for Road and Bridge Construction (current edition).
24. All materials, equipment, installation, construction, and design, including the auxiliary lane(s) and
intersection improvement(s) within the State Highway shall be in accordance with the following
Department standard references as applicable.
A. State Highway Access Code, 2 CCR601-1
B. Roadway Design Manual
C. Materials Manual
D. Construction Manual
E. Standard Specifications for Road and Bridge Construction, latest edition
F. Standard Plans (M&S Standards)
G. Manual on Uniform Traffic Control Devices (M.U.T.C.D.) for Streets and Highways and the Colorado
Supplement thereto
H. A Policy on Geometric Design of Highways and Streets, American Association of State Highway and
Transportation Officials (AASHTO), latest edition
I. AASHTO Roadside Design Guide
J. Institute of Transportation Engineer’s Trip Generation Manual, 6th Edition
Some of the reference materials listed above (A through E) may be purchased from:
Colorado Department of Transportation
Bid Plans Room
4201 East Arkansas Avenue
Denver, CO 80222-3400
(303) 757-9313
The State Highway Access Code may be purchased from:
The Public Records Corporation
1666 Lafayette Street
PO Box 18186
Denver, CO 80218
(303) 832-8262
The website address is: www.cdot.gov
25. All workers within the State Highway right-of-way shall comply with their employer’s safety and health
policies/procedures, and all applicable U.S. Occupational Safety and Health Administration (OSHA)
regulations – including, but not limited to, the applicable sections of 29 CFR Part 1910 – Occupational
Safety and Health Standards and 29 CRF Part 1926 – Safety and Health Regulations for Construction.
At a minimum, all workers in the State Highway right-of-way, except when in their vehicles, shall wear
the following personal protective equipment:
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State Highway Access Permit
Attachment to Permit No. 420047 - Additional Terms and Conditions 5
• Head protection that complies with the ANSI Z89.1-1997 standard;
• At all construction sites or whenever there is danger of injury to feet, protective footwear that complies
with the ANSI Z41-1999 standard will be worn
• High visibility apparel as specified in the Traffic Control provision of this permit (at such a minimum
ANSI/ISEA 107-1999, Class 2).
Where any of the above referenced ANSI standards have been revised, the most recent version of the
standard shall apply.
26. No work will be allowed at night, or on Saturdays, Sundays, and legal holidays without prior
authorization from the Department. The Department may also restrict work within the State Highway
right-of-way during adverse weather conditions.
27. No construction vehicles shall be parked, or construction materials/equipment stored, on the State
Highway right-of-way overnight.
28. Backing maneuvers within and into the State Highway right-of-way are strictly prohibited. All vehicles
shall enter and exit the highway right-of-way in forward movement. Backing into the right-of-way shall
be considered a violation of the terms and conditions of the access permit and may result in revocation
of the permit by the Department and/or the issuing authority.
29. Traffic detours or lane closures will not be allowed, unless pre-approved by the Department.
30. Two-way traffic shall be maintained throughout the work area at all times unless specific written
authorization is obtained from the Department.
31. Construction traffic control devices, when not in use, shall be removed or turned away from traffic.
Devices must be stored outside of the roadway clear zone per the latest AASHTO guidelines.
32. The intersection shall be completed in an expeditious and safe manner and shall be finished within 45
days from initiation of construction within State Highway right-of-way.
33. All required access improvements shall be installed prior to the herein authorized use of this access.
Failure to do so will result in the appropriate legal action from the Department, up to Permit Revocation.
34. The intersection shall be reconstructed and maintained as per Exhibit “A” (to be filed with the Notice to
Proceed).
35. The intersection shall be resurfaced immediately upon completion of earthwork construction and prior
to use.
36. Resurfacing of the access shall be completed as per Exhibit “A” (to be filed with the Notice to Proceed).
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State Highway Access Permit
Attachment to Permit No. 420047 - Additional Terms and Conditions 6
37. The access shall be constructed perpendicular to the travel lanes of the State Highway for a minimum
distance of 40 feet, and shall slope down and away from the adjacent pavement edge at a rate of 2%
grade for a minimum of 20 feet.
38. Any required speed change lane(s) shall be provided in accordance with Exhibit “A” (to be filed with the
Notice to Proceed) and Section 4 of the State Highway Access Code, 2 CCR601-1.
39. No paved surface shall be cut unless specified in this permit. Asphalt removal shall be saw cut to assure
a straight edge for patching. Full panel concrete replacement is required for any concrete work.
40. The new State Highway pavement shall slope on the same plane as the present pavement surface.
41. If frost, water, or moisture is present in the subgrade, no surfacing materials shall be placed until all
frost, water, or moisture is gone or removed.
42. The intersection shall be constructed and maintained in such a manner that will not cause water to
enter onto the roadway, and will not interfere with the existing drainage system within the State
Highway right-of-way. Drainage to the State Highway right-of-way shall not exceed historical rate of
flow.
43. All existing drainage structures shall be extended, modified, or upgraded as necessary, to accommodate
all new construction and safety standards, in accordance to the Department’s standard specifications.
44. All final striping and pavement striping shall be done by the Permittee or the contractor in conformance
with the Department’s M&S Standards and the Manual for Uniform Traffic Control Devices (M.U.T.C.D.),
unless otherwise agreed to by the Department and the Permittee. Prior to final pavement marking, the
Permittee shall contact Bruce Barnett at (970) 350-2147 in order to review striping layout and to
coordinate schedules for striping by the Permittee and inspection by the Department. No pavement
marking shall be applied without the required plan review and authorization. The Permittee shall
provide layout to the Department striping inspection personnel.
45. Compaction of subgrade, embankment, and backfill shall be in accordance with Section 203.07 of the
Department’s standard specifications. Test results shall be provided to the Region Permits Unit.
46. The existing asphalt adjacent to all new pavement shall be saw cut and removed a minimum of one foot
back from the existing edge, or until an acceptable existing cross slope is achieved to assure a straight
edge for the joint.
47. Longitudinal joints of the final pavement surface shall match the roadway lane lines.
48. The top layer of plant mix bituminous pavement shall not be placed between October 1 and April 1,
unless otherwise approved by the Department.
49. Any layer of bituminous pavement that is to have a succeeding layer placed thereon shall be completed
full width before succeeding layers are placed.
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State Highway Access Permit
Attachment to Permit No. 420047 - Additional Terms and Conditions 7
50. The existing asphalt adjacent to all new pavement shall be saw cut and removed a minimum of one foot
back from the existing edge, or until an acceptable existing cross slope is achieved to assure a straight
edge for the joint.
51. Utility plans are not reviewed or authorized by the Access Permit. They must be submitted to the Region
Utility Office. The Permittee shall locate all utilities within the existing right-of-way and any area which
may be affected by access or roadway improvements. Plans shall conform to Section 2.3(11)(f) of the
State Highway Access Code. The Permittee shall contract the Region Utility Office at (970) 350-2164.
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Traffic Impact Study
Mulberry Connection
Fort Collins, Colorado
Prepared for:
Armie Management, LLC. DBA Comunale Properties
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
T R A F F I C I M P A C T S T U D Y
Mulberry Connection
Fort Collins, Colorado
Prepared for
Armie Management LLC, DBA Comunale Properties
1855 South Pearl Street
Suite 20
Denver, CO 80210
Prepared by
Kimley-Horn and Associates, Inc.
4582 South Ulster Street
Suite 1500
Denver, Colorado 80237
(303) 228-2300
September 2019
This document, together with the concepts and designs presented herein, as an instrument of
service, is intended only for the specific purpose and client for which it was prepared . Reuse of
and improper reliance on this document without written authorization and adaptation by Kimley -
Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.
09/18/2019
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Kimley-Horn and Associates, Inc.
096501004 – Mulberry Connection Page i
TABLE OF CONTENTS
TABLE OF CONTENTS ................................................................................................... i
APPENDICES ..................................................................................................................ii
LIST OF TABLES .............................................................................................................ii
LIST OF FIGURES ...........................................................................................................ii
1.0 EXECUTIVE SUMMARY ........................................................................................... 1
2.0 INTRODUCTION ....................................................................................................... 4
3.0 EXISTING AND FUTURE CONDITIONS .................................................................. 6
3.1 Existing Study Area ...........................................................................................................6
3.2 Existing and Future Roadway Ne twork ..............................................................................6
3.3 Existing Traffic Volumes ....................................................................................................8
3.4 Unspecified Development Traffic Growth .........................................................................11
4.0 PROJECT TRAFFIC CHARACTERISTICS ............................................................. 14
4.1 Trip Generation................................................................................................................14
4.2 Trip Distribution ...............................................................................................................15
4.3 Traffic Assignment ...........................................................................................................15
4.4 Total (Background Plus Project) Traffic............................................................................15
5.0 TRAFFIC OPERATIONS ANALYSIS ...................................................................... 20
5.1 Analysis Methodology ......................................................................................................20
5.2 Key Intersection Operational Analysis .............................................................................21
5.4 CDOT Turn Bay Length Analysis .....................................................................................26
5.5 Turn Bay Vehicle Queuing Analysis .................................................................................29
5.6 Multimodal Transportation Analysis .................................................................................32
Pedestrian Analysis ...........................................................................................................32
Bicycle Analysis .................................................................................................................34
Transit Analysis..................................................................................................................34
6.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 35
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Kimley-Horn and Associates, Inc.
096501004 – Mulberry Connection Page ii
APPENDICES
Appendix A – Intersection Count Sheets
Appendix B – CDOT Traffic Data
Appendix C – Trip Generation Worksheets
Appendix D – Intersection Analysis Worksheets
Appendix E – Conceptual Site Plan
LIST OF TABLES
Table 1 – Mulberry Connection Project Traffic Generation ........................................................14
Table 2 – Level of Service Definitions .......................................................................................20
Table 3 – Vine Drive and I-25 NW Frontage Road LOS Results................................................22
Table 4 – Redman Drive and I-25 NW Frontage Road LOS Results .........................................23
Table 5 – Mulberry Street N Frontage Road and I-25 NW Frontage Road LOS Results ............24
Table 6 – Mulberry Street (SH-14) and I-25 NW Frontage Road LOS Results ..........................25
Table 7 – I-25 NW Frontage Road Access LOS Results ...........................................................26
Table 8 – Turn Lane Length Analysis Results ...........................................................................29
LIST OF FIGURES
Figure 1 – Vicinity Map ................................................................................................................5
Figure 2 – Site Area ....................................................................................................................7
Figure 3 – Existing Lane Configurations and Control...................................................................9
Figure 4 – 2019 Existing Traffic Volumes ..................................................................................10
Figure 5 – 2020 Background Traffic Volumes............................................................................12
Figure 6 – 2040 Background Traffic Volumes............................................................................13
Figure 7 – Project Trip Distribution ............................................................................................16
Figure 8 – Project Traffic Assignment .......................................................................................17
Figure 9 – 2020 Background Plus Project Traffic Volumes ........................................................18
Figure 10 – 2040 Background Plus Project Traffic Volumes ......................................................19
Figure 11 – 2020 Recommended Lane Configurations and Control ..........................................30
Figure 12 – 2040 Recommended Lane Configurations and Control ..........................................31
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096501004 – Mulberry Connection Page 1
1.0 EXECUTIVE SUMMARY
Mulberry Connection is a proposed industrial facility to be located on the northwest corner of the
Redman Drive and I-25 NW Frontage Road in Fort Collins, Colorado. The industrial facility
consists of two buildings with a total of approximately 165,000 square feet of building space. It is
expected that the project will be completed by 2020; therefore, analysis was conducted for the
2020 short term horizon as well as the 2040 long-term horizon.
The purpose of this traffic study is to identify project traffic generation characteristics and
potential project traffic related impacts on the local street system, as well as to develop
mitigation measures required for identified impacts. The following intersections were
incorporated into this traffic study in accordance with the City of Fort Collins and State of
Colorado Department of Transportation (CDOT) standards and requirements:
• Vine Drive and I-25 NW Frontage Road
• Redman Drive and I-25 NW Frontage Road
• Mulberry Street Frontage Road and I-25 NW Frontage Road
• Mulberry Street (SH-14) and I-25 NW Frontage Road.
In addition, the proposed project access along the west side of the I-25 NW Frontage Road near
the north property line was also included for evaluation.
Regional access will be provided by Interstate 25 (I-25) and Mulberry Street (SH-14). Primary
access to the site will be provided by the I-25 NW Frontage Road while direct access to the
project is provided by one (1) full movement access proposed along the west side of the I-25
NW Frontage Road near the north property line . The proposed access along I-25 NW Frontage
Road is located approximately 550 feet north of Redman Drive. Additionally, three full
movement accesses are proposed along the north side of Redman Drive.
Mulberry Connections is expected to generate approximately 558 daily weekday trips with 66 of
these trips occurring during each of the weekday morning and afternoon peak hours.
Distribution of project traffic was based on the existing and proposed area street system
characteristics, existing traffic patterns, anticipated surrounding development in the area, and
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the proposed access system for the project . Assignment of project traffic was based upon the
trip generation described previously and the distributions developed.
Based on the analysis presented in this report, Kimley -Horn believes the proposed Mulberry
Connections project will be successfully incorporated into the existing and future roadway
network. The proposed project development and expected traffic volumes resulted in the
following recommendations and conclusions:
• The threshold for requiring an access permit along CDOT roadways occurs when proj ect
traffic is anticipated to increase the existing access traffic volumes by more than 20 percent.
Based on traffic projections, the addition of project traffic on the north leg of the I-25 NW
Frontage Road at SH-14 (Mulberry Street) is not anticipated to increase existing access
traffic volumes by more than 20 percent; therefore, it is not believed that CDOT will require
an access permit at this location in association with this project. However, access permits
will be required on the west leg of Redman Drive at the I-25 NW Frontage Road and at the
proposed project access located on the west side of the I-25 NW Frontage Road.
• The project proposes a new full movement access along the west side of the I-25 NW
Frontage Road. The project access drive is recommended to have a R1-1 “STOP” sign
installed for the exiting approach. A northbound left turn lane with 275 feet of length plus a
160-foot taper is warranted by CDOT State Highway Access Code standards at this access,
although left turn lanes are not present at any other intersections along I-25 NW Frontage
Road in this area. A single exiting lane will be sufficient to accommodate exiting project
traffic on the eastbound access approach.
• A northbound left turn lane with 275 feet of length plus a 160 -foot taper is warranted based
on existing traffic volumes and CDOT Standards at the intersection of Redman Drive and I-
25 NW Frontage Road, although left turn lanes are not present at any other intersections
along I-25 NW Frontage Road in this area.
• Due to Interstate 25 construction, t he intersection of Vine Drive and I-25 NW Frontage Road
is currently a two-leg (south and west legs) uncontrolled turn intersection. Prior to the
reconstruction of the Vine Drive bridge over I-25, this intersection was a standard T-
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intersection with stop control along the northboun d I-25 NW Frontage Road approach. All
three approaches provided single lanes for shared movements when it was previously a
standard T-intersection. It is anticipated that this intersection will be a standard T-
Intersection again when the reconstruction of the Vine Drive bridge over I-25 is complete.
With the previous T-Intersection lane configurations and control, all movements at this
intersection are expected to operate acceptably with LOS C or better during the peak hours
in 2020. By 2040, the northbound approach of this intersect ion may experience long delays
during the afternoon peak hour if future traffic volumes are realized. With the existing lane
configurations, this intersection is expected to operate acceptably during the peak hours in
2040 with all-way stop control. As a two-way stop-controlled intersection, this intersection is
also expected to operate acceptably in 2040 with separate northbound left and right turn
lanes and a designated westbound left turn lane. These lane improvements should be
considered when this intersection is reconstructed with the new Vine Drive bridge over I -25.
Otherwise, all-way stop control is expected to work operationally with the lane configurations
at this intersection prior to the reconstruction of the Vine Drive bridge over I -25 if found to be
warranted and needed sometime in the future.
• By 2040, three eastbound and westbound through lanes will needed along Mulberry Street
(SH-14) if future traffic volumes are realized. It should be noted that acceleration lanes are
typically absorbed along CDOT highways with implementation of three through lan es in
each direction; however, separate acceleration lanes may also be needed in order for these
right turn movements to operate acceptably during peak hours in 2040 .
• Any on-site and off-site signing and striping improvements should be incorporated into the
Civil Drawings and conform to City of Fort Collins and CDOT Standards as well as the
Manual on Uniform Traffic Control Devices – 2009 Edition (MUTCD).
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2.0 INTRODUCTION
Mulberry Connection is a proposed industrial facility to be located on the northwest corner of the
Redman Drive and I-25 NW Frontage Road in Fort Collins, Colorado. A vicinity map illustrating
the project location is shown in Figure 1. The industrial facility is anticipated to include
approximately 165,000 square feet of building space . A conceptual site plan illustrating the
development is shown in Appendix E. It is expected that the project will be completed by 2020;
therefore, analysis was conducted for the 2020 short term horizon as well as the 2040 long -term
horizon.
The purpose of this traffic study is to identify project traffic generation characteristics and
potential project traffic related impacts on the local street system, as well as to develop
mitigation measures required for identified impacts. The following intersections were
incorporated into this traffic study in accordance with the City of Fort Collins and State of
Colorado Department of Transportation (CDOT) standards and requirements:
• Vine Drive and I-25 NW Frontage Road
• Redman Drive and I-25 NW Frontage Road
• Mulberry Street Frontage Road and I-25 NW Frontage Road
• Mulberry Street (SH-14) and I-25 NW Frontage Road.
In addition, the proposed project access along the west side of the I-25 NW Frontage Road near
the north property line was also included for evaluation.
Regional access will be provided by Interstate 25 (I-25) and Mulberry Street (SH-14). Primary
access to the site will be provided by the I-25 NW Frontage Road while direct access to the
project is provided by one (1) full movement access proposed along the west side of the I-25
NW Frontage Road near the north property line . The proposed access along I-25 NW Frontage
Road is located approximately 550 feet north of Redman Drive. Additionally, three full
movement accesses are proposed along the north side of Redman Drive.
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3.0 EXISTING AND FUTURE CONDITIONS
3.1 Existing Study Area
The existing site is comprised of farmland, while the immediate surrounding area primarily
consists of farmland, vacant land, and industrial uses. Interstate 25 is loca ted directly to the east
while industrial and retail uses are south of the project. Single family residences are located in
the extended area to the north , south, and west. The land uses and roadway network
surrounding the site are shown in Figure 2.
3.2 Existing and Future Roadway Network
Mulberry Street (SH-14) provides two through lanes of travel eastbound and westbound with left
and right turn lanes at all major intersections . Mulberry Street provides raised median and a
posted speed limit of 45 miles per hour through the study area. The I-25 NW Frontage Road
currently extends primarily north-south with one lane in each direction and has a posted speed
limit of 45 miles per hour. Vine Drive extends eastbound and westbound with one lane of travel
in each direction with a posted speed limit of 45 miles per hour. Vine Drive currently does not
extend east of I-25 NW Frontage Road due to the reconstruction of the Vine Drive bridge over I-
25. Mulberry Street N Frontage Road extends east -west with one lane in each direction and has
a 35 mile per hour speed limit. Redman Drive extends east -west and is an unmarked two-lane
private roadway.
The intersection of Vine Drive and I-25 NW Frontage Road is currently a two-leg uncontrolled
bend intersection. Prio r to the reconstruction of the Vine Drive bridge over I-25, this intersection
was a standard T-intersection with stop control along the northbound I-25 NW Frontage Road
approach. All three approaches provided single lanes for shared movements when it was
previously a standard T-intersection. It is expected that this intersection wi ll be a standard T-
Intersection again when the reconstruction of the Vine Drive bridge over I -25 is complete.
The existing T-intersection of Redman Drive and I-25 NW Frontage Road operates with stop
control on the eastbound Redman Drive approach. All approaches to the intersection include a
single shared movement lane.
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The existing T-intersection of Mulberry Street N Frontage Road and I-25 NW Frontage Road
operates with stop control on the eastbound Mulberry Street N Frontage Road approach. All
approaches to the intersection include a single shared movement lane. This intersection is in
close proximity to the Mulberry Street and I-25 NW Frontage Road intersection with movements
on the north leg being incorporated within the intersection to the south.
The intersection of Mulberry Street (SH-14) and I-25 NW Frontage Road operates with yield
control along the northbound and southbound approaches. The yield control is due to the left
turn and through movements being restricted along the northbound and southbound
approaches of this intersection and the right turn free movements being incorporated into
acceleration lanes along the same approaches. The eastbound and westbound approaches of
this intersection provide a left turn lane, two through lanes, and a right turn lane. The
northbound and southbound approaches include a right turn lane.
The intersection lane configuration and control for t he study area key intersections are shown in
Figure 3.
3.3 Existing Traffic Volumes
Existing peak hour turning movement counts were conducted at the study area intersections on
Wednesday, July 17, 2019 . The counts were conducted in 15 -minute intervals during the
morning and afternoon peak hours of adjacent street traffic from 7:00 AM to 9:00 AM and 4:00
PM to 6:00 PM on this count date. Existing turning movement counts are shown in Figure 4 with
count sheets provided in Appendix A.
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56(226)152(62)11(1)53(197)2(0)154(82)4(4)
4(7)18(47)225(297)67(93)142(149)2(14)
15(7)112(142)152(127)64(149)
1315(2111)
58(90)
183(186)
1817(1363)
85(60)
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3.4 Unspecified Development Traffic Growth
Based on information provided on the website for CDOT, the 20 -year growth factor along SH-14
(Mulberry Street) adjacent to the study area is 1.40 and 1.44. These values equate to annual
growth rates of approximately 1.70 and 1.84 percent per year, respectively. Traffic information
from the CDOT Online Transportation Information System (OTIS) website is included in
Appendix B. Based on this, a two (2) percent annual growth rate was used to calculate future
traffic volumes at the study area intersections. This annual growth rate was used to estimated
short term 2020 and long term 2040 traffic volumes at the key intersections. The estimated 2019
existing daily traffic volume along Vine Drive within the project limits is approximately 3,200
vehicles per day while City of Fort Collins historical count data reveals that this segment had
approximately 6,500 vehicles per day in 2018 prior to the closure of Vine Drive east of NW
Frontage Road due to the reconstruction of I-25 and the Vine Drive bridge over I-25. As a result,
turning movements were developed at the intersection of Vine Drive and I -25 NW Frontage
Road as a standard T-intersection to represent the future reopening of Vine Drive east of I -25
NW Frontage Road. These turning movement counts were also increased to reflect the previous
6,500 vehicles per day along Vine Drive with an annual growth applied to the adjusted existing
turning movement counts to develop future background traffic volumes at this intersection.
Background traffic volumes for 2020 and 2040 are shown in Figure 5 and Figure 6,
respectively.
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57(231)20(36)82(199)
155(63)
240(107)
36(41)11(1)77(240)2(0)194(128)4(4)
4(7)18(48)230(303)68(95)145(152)2(14)
15(7)114(145)155(130)65(152)
1341(2153)
59(92)
187(190)
1853(1390)
87(61)
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85(343)30(53)121(296)
230(94)
356(159)
53(61)17(2)114(356)3(0)288(189)6(6)
6(11)27(71)341(450)102(141)215(226)3(21)
23(11)170(215)230(192)97(226)
1993(3200)
88(136)
277(282)
2754(2066)
129(91)
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4.0 PROJECT TRAFFIC CHARACTERISTICS
4.1 Trip Generation
Site-generated traffic estimates are determined through a process known as trip generation .
Rates and equations are applied to the proposed land use s to estimate traffic generated by the
development during a specific time interval. The acknowledged source for trip generation rates
is the Trip Generation Manual1 published by the Institute of Transport ation Engineers (ITE). ITE
has established trip rates in nationwide studies of similar land uses . For this study, Kimley-Horn
used the ITE Trip Generation Report average rates equations that apply to Industrial Park land
use (ITE Code 130) for traffic associated with the development.
Mulberry Connections is expected to generate approximately 558 daily weekday trips with 66 of
these trips occurring during each of the weekday morning and afternoon peak hours.
Calculations were based on the procedure and information provided in the ITE Trip Generation
Manual, 10th Edition – Volume 1: User’s Guide and Handbook, 2017. Table 1 summarizes the
estimated trip generation for the proposed development. The trip generation worksheet is
included in Appendix C.
Table 1 – Mulberry Connection Project Traffic Generation
Vehicle Trips
Land Use Daily AM Peak Hour PM Peak Hour
In Out Total In Out Total
Industrial Park (ITE 130) – 165,000 Square Feet 558 53 13 66 14 52 66
1 Institute of Transportation Engineers, Trip Generation Manual, Tenth Edition, Washington DC, 2017.
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4.2 Trip Distribution
Distribution of project traffic was based on the existing and proposed area street system
characteristics, existing traffic patterns, anticipated surrounding development in the area, and
the proposed access system for the project. The directional distribution of traffic is a means to
quantify the percentage of site -generated traffic that approaches the site from a given direction
and departs the site back to the original source . The trip distribution was developed with the
current reconstruction of the Vine Drive bridge over I-25 being complete by buildout of the
proposed development. It should be noted that vehicle departures to the east along Mulberry
Street were distributed to both the Mulberry Street Fro ntage Road and Vine Drive due to
restricted movements at the intersection of Mulberry Street and I -25 NW Frontage Road. The
project trip distribution is illustrated in Figure 7.
4.3 Traffic Assignment
Traffic assignment was obtained by applying the projec t trip distribution to the estimated traffic
generation of the development shown in Table 1. Site traffic assignment for the project is shown
in Figure 8.
4.4 Total (Background Plus Project) Traffic
Site traffic volumes were added to the background volume s to represent estimated traffic
conditions for the short term 2020 horizon and long term 2040 horizon. These total traffic
volumes for the site are illustrated for the 2020 and 2040 horizon years in Figures 9 and 10,
respectively.
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[40%]5%[10%]10%30%55%[15%]5%[15%]
[35%]85%[35%][15%][15%]
50%[35%]35%[15%]30%5%10%[35%]
[15%]
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1(5)5(21)5(1)
3(1)29(8)16(4)3(1)2(8)2(8)
5(18)45(12)2(8)5(18)5(18)19(5)
2(8)
27(7)16(4)2(8)5(1)3(1)5(18)
2(8)
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58(236)25(57)82(199)
160(64)
240(107)
39(42)40(9)93(244)5(1)196(136)6(12)
9(25)18(48)275(315)70(103)150(170)2(14)
15(7)114(145)160(148)84(157)
1343(2161)
59(92)
214(197)
1853(1390)
87(61)16(4)80(274)5(1)194(105)5(18)
2(8)
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86(348)35(74)121(296)
235(95)
356(159)
56(62)46(10)130(360)6(1)290(197)8(14)
11(29)27(71)386(462)104(149)220(244)3(21)
23(11)170(215)235(210)116(231)
1995(3208)
88(136)
304(289)
2754(2066)
129(91)16(4)117(404)5(1)286(156)5(18)
2(8)
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5.0 TRAFFIC OPERATIONS ANALYSIS
Kimley-Horn’s analysis of traffic operations in the site vicinity was conducted to determine
potential capacity deficiencies in the 2020 and 2040 development horizons at the identified key
intersections. The acknowledged source for determining overall capacity is the cu rrent edition of
the Highway Capacity Manual (HCM)2.
5.1 Analysis Methodology
Capacity analysis results are listed in terms of Level of Service (LOS). LOS is a qualitative term
describing operating conditions a driver will experience while traveling on a particular street or
highway during a specific time interval. It ranges from A (very little delay) to F (long delays and
congestion). Typical standard traffic engineering practice recommends LOS D as the minimum
threshold for acceptable operations. Table 2 shows the definition of level of service for
signalized and unsignalized intersections .
Table 2 – Level of Service Definitions
Level of
Service
Signalized Intersection
Average Total Delay
(sec/veh)
Unsignalized Intersection
Average Total Delay
(sec/veh)
A ≤ 10 ≤ 10
B > 10 and ≤ 20 > 10 and ≤ 15
C > 20 and ≤ 35 > 15 and ≤ 25
D > 35 and ≤ 55 > 25 and ≤ 35
E > 55 and ≤ 80 > 35 and ≤ 50
F > 80 > 50
_______________
Definitions provided from the Highway Capacity Manual, Sixth Edition , Transportation Research Board, 2016.
Study area intersections were analyzed based on average total delay analysis for signalized
and unsignalized intersections. Under the unsignalized analysis, the LOS for a two -way stop-
controlled intersection is determined by the computed o r measured control delay and is defined
for each minor movement. LOS for a two-way stop-controlled intersection is not defined for the
intersection as a whole. LOS for a signalized and all-way stop controlled intersection is defined
for each approach and f or the overall intersection.
2 Transportation Research Board, Highway Capacity Manual, Sixth Edition, Washington DC, 2016.
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5.2 Key Intersection Operational Analysis
Calculations for the level of service at the key intersection s and project access driveways for the
study area are provided in Appendix D. The existing year analysis is based on the lane
geometry and intersection control shown in Figure 3. Synchro traffic analysis software was
used to analyze the study area intersections and access drive ways. The Synchro Highway
Capacity Manual (HCM) methodology reports were used to analyze intersection delay and level
of service.
Vine Drive and I-25 NW Frontage Road
The intersection of Vine Drive and I-25 NW Frontage Road is currently a two -leg uncontrolled
turn intersection. Prior to reconstruction of I-25 and the Vine Drive bridge over I-25, this
intersection was a standard T-intersection with stop control along the northbound I-25 NW
Frontage Road approach. All three approaches were single lanes for shared movements when
this intersection was a standard T-intersection. This intersection will be a standard T-
Intersection again in the future when reconstruction of the Vine Drive bridge over I-25 is
complete. With the previous T-Intersection lane configurations and control, all movements at
this intersection are expected to operate acceptably with LOS C or better during the peak hours
in 2020.
By 2040, the northbound approach of this intersection is expected to experience long delays
during the afternoon peak hour if future traffic volumes are realized. With the existing lane
configurations, this intersection is expected to operate acceptably during the peak hours in 2040
with all-way stop control. As a two-way stop-controlled intersection, this intersection is also
expected to operate acceptably in 2040 with separate northbound left and right turn lanes a nd a
designated westbound left turn lane. These lane improvements should be considered when this
intersection is reconstructed with the new Vine Drive bridge over I-25. Otherwise, all-way stop
control is expected to work operationally with the lane configu rations at this intersection if found
to be warranted and needed sometime in the future . Table 3 provides the results of the level of
service at this intersection.
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Table 3 – Vine Drive and I-25 NW Frontage Road LOS Results
Scenario
AM Peak Hour PM Peak Hour
Delay
(sec/veh) LOS Delay
(sec/veh) LOS
2020 Background
Northbound Approach
Westbound Left
13.1
8.0
B
A
18.2
8.0
C
A
2020 Background Plus Project
Northbound Approach
Westbound Left
13.2
8.0
B
A
19.1
8.0
C
A
2040 Background
Northbound Approach
Westbound Left
20.1
8.5
C
A
91.8
8.5
F
A
2040 Background Plus Project #
Northbound Left
Northbound Right
Westbound Left
16.4
10.1
8.5
C
B
A
33.7
11.1
8.4
D
B
A
# = Includes Designated Northbound Left and Right Turn Lane and Westbound Left Turn Lane
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Redman Drive and I-25 NW Frontage Road
The existing T-intersection of Redman Drive and I-25 NW Frontage Road operates with stop
control on the eastbound Redman Drive approach . All movements at this intersection currently
operate acceptably with LOS B or better during the peak hours. Based on CDOT Standards, a
northbound left turn lane will be needed at this intersection. With the new lane configuration, all
movements at this intersection are expected to continue to operate acceptably with LOS B or
better during the peak hours throughout the 2040 horizon. Table 4 provides the results of the
level of service at this intersection.
Table 4 – Redman Drive and I-25 NW Frontage Road LOS Results
Scenario
AM Peak Hour PM Peak Hour
Delay
(sec/veh) LOS Delay
(sec/veh) LOS
2019 Existing
Northbound Left
Eastbound Approach
7.7
10.0
A
B
7.4
9.4
A
A
2020 Background
Northbound Left
Eastbound Approach
7.8
10.5
A
B
7.5
9.9
A
A
2020 Background Plus Project #
Northbound Left
Eastbound Approach
7.9
10.9
A
B
7.6
10.3
A
B
2040 Background
Northbound Left
Eastbound Approach
8.2
12.0
A
B
7.7
10.9
A
B
2040 Background Plus Project #
Northbound Left
Eastbound Approach
8.3
12.6
A
B
7.7
11.5
A
B
# = Includes Northbound Left Turn Lane based on CDOT Standards
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Mulberry Street N Frontage Road and I-25 NW Frontage Road
The existing T-intersection of Mulberry Street Frontage Road and I-25 NW Frontage Road
operates with stop control on the eastbound Mulberry Street N Frontage Road approach. All
movements at this intersection currently operate acceptably with LOS B or better during the
morning and afternoon peak hours. With the existing lane configurations and control, all
movements at this intersection are expected to continue to operate acceptably with LOS C or
better during the peak hours in 2020 and 2040. Table 5 provides the results of the level of
service at this intersection.
Table 5 – Mulberry Street N Frontage Road and I-25 NW Frontage Road LOS Results
Scenario
AM Peak Hour PM Peak Hour
Delay
(sec/veh) LOS Delay
(sec/veh) LOS
2019 Existing
Northbound Left
Eastbound Approach
7.9
10.2
A
B
7.9
12.8
A
B
2020 Background
Northbound Left
Eastbound Approach
7.9
10.2
A
B
7.9
12.9
A
B
2020 Background Plus Project
Northbound Left
Eastbound Approach
8.0
10.4
A
B
8.0
13.4
A
B
2040 Background
Northbound Left
Eastbound Approach
8.4
11.6
A
B
8.4
18.1
A
C
2040 Background Plus Project
Northbound Left
Eastbound Approach
8.4
11.9
A
B
8.5
19.0
A
C
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Mulberry Street (SH-14) and I-25 NW Frontage Road
The intersection of Mulberry Street (SH-14) and I-25 NW Frontage Road operates with yield
control along the northbound and southbound approaches . All movements at this intersection
currently operate acceptably with LOS C or better during the peak hours. With the existing lane
configurations and control, all movements at this intersection are expected to continue to
operate acceptably with LOS C or better during the peak hours in 202 0.
By 2040, the eastbound and westbound left turn movements ma y experience long delays if
future traffic volumes are realized. With three eastbound and westbound through lanes along
Mulberry Street, all movements at this intersection are expected to operate acceptably during
the peak hours in 2040. It should be noted that acceleration lanes are typically absorbed along
CDOT highways with implementation of three through lanes in each direction; however,
acceleration lanes are still needed in order for these right turn movements to operate acceptably
during peak hours in 2040 . Table 6 provides the results of the level of service at this
intersection.
Table 6 – Mulberry Street (SH-14) and I-25 NW Frontage Road LOS Results
Scenario
AM Peak Hour PM Peak Hour
Delay
(sec/veh) LOS Delay
(sec/veh) LOS
2019 Existing
Eastbound Left
Westbound Left
14.2
10.1
B
B
11.4
21.3
B
C
2020 Background
Eastbound Left
Westbound Left
14.7
10.2
B
B
11.9
24.8
B
C
2020 Background Plus Project
Eastbound Left
Westbound Left
15.8
10.2
C
B
12.1
24.8
B
C
2040 Background
Eastbound Left
Westbound Left
V>C
20.9
F
C
105.5
V>C
F
F
2040 Background Plus Project #
Eastbound Left
Westbound Left
23.8
13.4
C
B
21.6
48.5
C
E
# = Includes Three Eastbound and Westbound Through Lanes
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I-25 NW Frontage Road Access
The I-25 NW Frontage Road Access for the Mulberry Connection project is proposed to be
located approximately 550 feet north of Redman Drive. The project access eastbound approach
to I-25 NW Frontage Road is recommended to be stop controlled with installation of a R1-1
“STOP” sign for this approach. A northbound left turn lane is warranted at this intersection
based on CDOT Standards while single shared movement lanes are anticipated to be sufficient
along the eastbound and southbound approaches of this intersection. With this configuration in
the opening year of 2020 as well as the long-term horizon 2040, all movements at this
intersection are anticipated to operate at accept able levels of service during the weekday peak
hours. Table 7 provides the results of the level of service analysis for this intersection.
Table 7 – I-25 NW Frontage Road Access LOS Results
Scenario
AM Peak Hour PM Peak Hour
Delay
(sec/veh) LOS Delay
(sec/veh) LOS
2020 Background Plus Project
Northbound Left
Eastbound Approach
7.7
10.3
A
A
7.5
10.7
A
B
2040 Background Plus Project
Northbound Left
Eastbound Approach
7.9
11.3
A
B
7.6
12.2
A
B
5.4 CDOT Turn Bay Length Analysis
The threshold for requiring an access permit along CDOT roadways occurs when project traffic
is anticipated to increase the existing access traffic volumes by more than 20 percent. Based on
traffic projections, the addition of project traffic on the north leg of the I-25 NW Frontage Road at
SH-14 (Mulberry Street) is not anticipated to increase existing access traffic volumes by more
than 20 percent; therefore, it is not believed that CDOT will require an access permit at this
location in association with this project. However, access permits will be required on the west
leg of Redman Drive at the I-25 NW Frontage Road and at the proposed project access located
on the west side of the I-25 NW Frontage Road.
CDOT categorizes I-25 NW Frontage Road as F-R: Frontage Road within the project limits. The
I-25 NW Frontage Road has a posted speed limit of 45 miles per hour adjacent to the site.
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Auxiliary turn lanes along state highways should be constructed in accordance with the current
CDOT State Highway Access Code (Access Code). According to the State Highway Access
Code for category F-R roadways, the following thresholds apply:
• If the posted speed limit is greater than 40 mph, a left turn deceleration lane and taper is
required for any access with a pro jected peak hour left ingress turning volume greater
than 10 vehicles per hour (vph). The taper length will be included within the required
deceleration length.
• If the posted speed limit is greater than 40 mph, a right turn deceleration lane with taper
is required for any access with a projected peak hour right ingress turning volume
greater than 25 vehicles per hour (vph). The taper length will be included within the
required deceleration length .
• A right turn acceleration lane with taper is required for any access with a projected peak
hour right turning volume greater than 50 vph when the posted speed on the highway is
greater than 40 mph and the highway has only one lane for through traffic in the
direction of the right turn. The taper length will be included within the required
acceleration length.
The following will evaluate the existing auxiliary turn lanes with the standards set forth in the
Access Code at the Redman Drive and I-25 NW Frontage Road intersection, as well as at the I-
25 NW Frontage Road Access.
Redman Drive and I-25 NW Frontage Road
• A northbound left turn deceleration lane is warranted based on existing traffic volumes
(11 vph during the morning peak hour). It is further warranted in 2040 with projected
background plus project traffic volumes being 46 northbound left turn movements during
the peak hour and the threshold being 10 vph. Since I-25 NW Frontage Road has a
category of F-R with a speed limit greater than 40 mph (45 mph), the left turn lane
requirement is deceleration length with a taper length included within the required
deceleration length. Based on the speed limit of 45 mph, the required total northbound
left turn deceleration length is 435 feet (a 275-foot deceleration lane plus a 160-foot
taper length, with 13.5 to 1 ratio).
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• A southbound right turn deceleration lane is not warranted based on projected 2040
background plus project traffic volumes being six (6) southbound right turn movements
during the peak hour and the threshold being 25 vph.
• An eastbound to southbound right turn acceleration lane is not warranted based on
projected 2040 background plus project traffic volumes being 29 eastbound right turn
movements during the peak hour and the threshold being 50 vph.
North Access and I-25 NW Frontage Road
• A northbound left turn deceleration lane is warranted based on projected 2040
background plus project traffic volumes being 16 northbound left turn movements during
the peak hour and the threshold being 10 vph. Since I-25 NW Frontage Road has a
category of F-R with a speed limit greater than 40 mph (45 mph), the left turn lane
requirement is deceleration length with a taper length included within the required
deceleration length. Based on the speed limit of 45 mph, the required total northbound
left turn deceleration length is 435 feet (a 275-foot deceleration lane plus a 160-foot
taper length, with 13.5 to 1 ratio).
• A southbound right turn deceleration lane is not warranted based on projected 2040
background plus project traffic volumes being five (5) southbound right turn movements
during the peak hour and the threshold being 25 vph.
• An eastbound to southbound right turn acceleration lane is not warranted based on
projected 2040 background plus project traffic volumes being eight (8) eastbound right
turn movements during the peak hour and the threshold being 50 vph.
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5.5 Turn Bay Vehicle Queuing Analysis
Turn lane length analysis was conducted for the study area intersection. Results were obtained
from the 95th percentile queue lengths obtained from the Synchro analysis . Turn storage length
analysis worksheets are incorporated with the intersection operational o utputs provided in
Appendix D. Results of the turn lane length analysis at the key study intersections are provided
in Table 8.
Table 8 – Turn Lane Length Analysis Results
Intersection Turn Lane
Existing
Turn Lane
Length
(feet)
2020
Calculated
Queue
Length
(feet)
2020
Recommended
Turn Lane
Length (feet)
2040
Calculated
Queue
Length
(feet)
2040
Recommended
Turn Lane
Length (feet)
Vine Dr & NW Frontage Rd
Westbound Left
Northbound Left
Northbound Right
DNE
DNE
DNE
-
-
-
-
-
-
25’
175’
25’
150’
175’
C
Redman Dr & NW Frontage Rd
Northbound Left DNE 25’ 275’+160’T 25’ 275’+160’T
Mulberry St & NW Frontage Rd
Eastbound Left
Westbound Left
225’
175’
25’
25’
225’
175’
80’
70’
225’
175’
NW Frontage Road Access
Northbound Lef t DNE 25’ 275’+160’T 25’ 275’+160’T
DNE = Does Not Exist; C = Continuous Lane
As shown in the table repre senting the vehicle queuing results, all anticipated vehicle queues
are accommodated or manag ed within existing or proposed turn lanes at the study area
intersections throughout the 2040 horizon.
Based on the results of the level of service operational analysis and turn lane analysis, the
recommended lane configurations and control of the study key intersections is shown in Figure
11 for the short-term 2020 horizon and in Figure 12 for long-term 2040 horizon.
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5.6 Multimodal Transportation Analysis
A multimodal transportation analysis was performed as part of this traffic study to meet City of
Fort Collins standards and requirements. This multi-modal evaluation includes an assessment
of operations and level of service for pedestrians, bicycles, and transit, as outlined with the City
of Fort Collins Multimodal Transportation Level of Service Manual and Adequate Public
Facilities Plan. Each of these will be discussed further within the following sections:
Pedestrian Analysis
The five level of service standards specific to pedestrian facilities were reviewed as part of this
project. These include directness, continuity, street crossings, visual interest and amenity, and
security. Mulberry Connection is proposed to be located on the northwest corner of the Redman
Drive and I-25 NW Frontage Road intersection in Fort Collins, Colorado.
Interstate 25 and the NW Frontage Road acts as a boundary for the project site to the east and
the immediate surrounding area mainly consists of industrial and commercial uses. With the
proposed Mulberry Connection being integrated into the project area, it is anticipated to be
primarily a vehicle generated destination. The five level of service quality measure assessments
are as follows:
Directness
The City of Fort Collins identifies directness as the walking distance to destinations including
transit stops, schools, parks, commercial employment or activity areas. A grid street pattern
with sidewalks typifies the ideal system, as is present with this proposed project location.
Measurement of directness is the ratio of the A distance to such destinations by way of
pedestrian sidewalk or pathway divided by Minimum right-angle distance characterized by the
grid street pattern (the A/M ratio). Pedes trian activity generated by this project is anticipated to
be along the NW Frontage Road, to and from the hardware and gas station uses immediately
south of the project. However, pedestrian activity from the project site is expected to minimal.
No major City destinations are located within a quarter-mile of the project. As the actual
distance is the same as the minimum distance, the ratio of directness is 1.0, which is less than
the maximum 1.2 threshold for Level of Service A. Therefore, this criterion is met with this
project, level of service A.
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Continuity
Continuity is defined as the completeness of the sidewalk/walkway systems with avoidance of
gaps. Where the pedestrian corridor is integrated within the activities along the corridor, level of
service A results. The NW Frontage Road does not include sidewalks within the project limits;
therefore, this section operates with LOS F for continuity due to not having an existing
pedestrian network.
Street Crossings
There are four types of street crossings with associated level of service ratings. The first is
signalized intersections where elements include grade separation, number of lanes to cross,
signal indication, well-marked crosswalks, lighting, raised median width, visibility, curb ramps,
pedestrian buttons, convenience, comfort, and security. The second is unsignalized intersection
crossing of major streets where grade separation, number of lanes to cross, well -marked
crosswalks, lighting, raised median width, visibility, and curb ramps are evalua ted. Third,
unsignalized intersection crossings of minor streets that include an evaluation of well -marked
crosswalks, lighting, and curb ramps. The fourth and last is mid -block crossings where the
number of lanes to cross, strength of crosswalk presence, well-marked crosswalks, lighting,
raised median width, curb ramps, pedestrian signals, convenience, comfort, and security are
considered.
There are not any public street crossings at any of the study area intersections nor any mid -
block crosswalks within the study area. As mentioned previously, the NW Frontage Road is a
vehicle generated roadway and no improvements for crosswalks are recommended.
Visual Interest and Amenity
This identifies a pedestrian system to be aesthetically compatible with local a rchitecture and
include pedestrian amenities. NW Frontage Road does not provide sidewalks or street lights;
therefore, the walking environment is not appealing to pedestrians.
Security
As identified by the City of Fort Collins requirements, the highest l evel of service is in an
environment with high pedestrians and police presence, clear lines of sight, and good lighting
levels. The lowest is where the streetscape is totally intimidating with major breaches in
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pedestrian visibility from the street, adjacent land uses, and activities. NW Frontage Road does
not provide sidewalks or street lights; therefore, the sense of security is not optimal. However,
pedestrian activity is expected to minimal in this area and with this project.
Bicycle Analysis
Bicycle level of service standards are based on connectivity to various bike facilities in
connecting corridors. Bicycle corridors may contain either on -street lanes, off -street paths, or
on-street routes, with on-street routes preferred providing this safer an d more direct
connectivity. On-street bicycle lanes do not currently exist along the NW Frontage Road within
the project area. Bicyclists could traverse the general area by using the existing street system,
if desired.
Transit Analysis
Transit level of service standards have been developed to plan for a well -connected intermodal
transportation system. The transit service is developed so that it is frequent, reliable, and
accessible. Route 14, Downtown Transit Center (DTC)-Lincoln-Mulberry-John Deere-Vine-
Timberline provides service adjacent to the project site along I-25 NW Frontage Road. There is
not currently a connection for pedestrians to access the transit route from the proposed project
site.
Conclusions
Generally, no pedestrian or bicycle connections exist in the area. As discussed, it is anticipated
that the industrial land use located near Interstate-25 will be primarily vehicular centric. If
desired, the City of Fort Collins may request a sidewalk along the west side of the I-25 Frontage
Road.
.
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6.0 CONCLUSIONS AND RECOMMENDATIONS
Based on the analysis presented in this report, Kimley -Horn believes the proposed Mulberry
Connections project will be successfully incorporated into the existing and future roadway
network. The proposed project development and expected traffic volumes resulted in the
following recommendations and conclusions:
• The threshold for requiring an access permit along CDOT roadways occurs when proj ect
traffic is anticipated to increase the existing access traffic volumes by more than 20 percent.
Based on traffic projections, the addition of project traffic on the north leg of the I-25 NW
Frontage Road at SH-14 (Mulberry Street) is not anticipated to increase existing access
traffic volumes by more than 20 percent; therefore, it is not believed that CDOT will require
an access permit at this location in association with this project. However, access permits
will be required on the west leg of Redman Drive at the I-25 NW Frontage Road and at the
proposed project access located on the west side of the I-25 NW Frontage Road.
• The project proposes a new full movement access along the west side of the I-25 NW
Frontage Road. The project access drive is recommended to have a R1-1 “STOP” sign
installed for the exiting approach. A northbound left turn lane with 275 feet of length plus a
160-foot taper is warranted by CDOT State Highway Access Code standards at this access,
although left turn lanes are not present at any other intersections along I-25 NW Frontage
Road in this area. A single exiting lane will be sufficient to accommodate exiting project
traffic on the eastbound access approach.
• A northbound left turn lane with 275 feet of length plus a 160 -foot taper is warranted based
on existing traffic volumes and CDOT Standards at the intersection of Redman Drive and I-
25 NW Frontage Road, although left turn lanes are not present at any other intersections
along I-25 NW Frontage Road in this area.
• Due to Interstate 25 construction, t he intersection of Vine Drive and I-25 NW Frontage Road
is currently a two-leg (south and west legs) uncontrolled turn intersection. Prior to the
reconstruction of the Vine Drive bridge over I-25, this intersection was a standard T-
intersection with stop control along the northboun d I-25 NW Frontage Road approach. All
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three approaches provided single lanes for shared movements when it was previously a
standard T-intersection. It is anticipated that this intersection will be a standard T-
Intersection again when the reconstruction of the Vine Drive bridge over I-25 is complete.
With the previous T-Intersection lane configurations and control, all movements at this
intersection are expected to operate acceptably with LOS C or better during the peak hours
in 2020. By 2040, the northbound approach of this intersect ion may experience long delays
during the afternoon peak hour if future traffic volumes are realized. With the existing lane
configurations, this intersection is expected to operate acceptably during the peak hours in
2040 with all-way stop control. As a two-way stop-controlled intersection, this intersection is
also expected to operate acceptably in 2040 with separate northbound left and right turn
lanes and a designated westbound left turn lane. These lane improvements should be
considered when this intersection is reconstructed with the new Vine Drive bridge over I -25.
Otherwise, all-way stop control is expected to work operationally with the lane configurations
at this intersection prior to the reconstruction of the Vine Drive bridge over I -25 if found to be
warranted and needed sometime in the future.
• By 2040, three eastbound and westbound through lanes will needed along Mulberry Street
(SH-14) if future traffic volumes are realized. It should be noted that acceleration lanes are
typically absorbed along CDOT highways with implementation of three through lan es in
each direction; however, separate acceleration lanes may also be needed in order for these
right turn movements to operate acceptably during peak hours in 2040 .
• Any on-site and off-site signing and striping improvements should be incorporated into the
Civil Drawings and conform to City of Fort Collins and CDOT Standards as well as the
Manual on Uniform Traffic Control Devices – 2009 Edition (MUTCD).
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APPENDICES
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APPENDIX A
Intersection Count Sheets
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to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
0
0
0
0
0
00000000
0 0
Peak Hr 1 0 9 0 10 0 0
0 0 0 0 0 0Count Total 4 0 20 0 24 0
0 0 00000008:45 AM 1 0 1 0 2
0 0 0 0 0 0
0
8:30 AM 2 0 5 0 7 0 0 0
0 0 0 0 0 0
0 0
8:15 AM 0 0 3 0 3 0 0
0 0 0 0 0 0
0 0 0
8:00 AM 0 0 2 0 2 0
0 0 0 0 0 0
0 0 0
0
7:30 AM 0 0 4 0 4 0 0 0
0 0 0 0 0 020200
0 3 0
EB WB NB SB Total East
7:45 AM 0 0 1 0 1
0 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0 0
7:15 AM 0 0
0 0 0 0 0 0
West North South
7:00 AM 1 0 2
0 0 0
0 2 130 0 0 0
0 208 0560000015200000
Count Total 0 0 0 241 0 0 0 0 0 0 373 0
33 1650000000000113
0 0 0 47 175
8:45 AM 0 0 0 19
0 0 21 0 0 0
42 200
8:30 AM 0 0 0 26 0 0 0
0 0 0 0 0 00000117
0 0 0 43 204
8:15 AM 0 0 0 24
0 0 23 0 0 0
43 208
8:00 AM 0 0 0 20 0 0 0
0 0 0 0 0 00000013
0 0 0 72 0
7:45 AM 0 0 0 30
0 0 18 0 0 0
46 0
7:30 AM 0 0 0 54 0 0 0
0 0 0 0 0 00000014
0 0 0 47 0
7:15 AM 0 0 0 32
0 0 11 0 0 0
TH RT
7:00 AM 0 0 0 36 0 0 0
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
E VINE ST E VINE ST NW FRONTAGE RD 0 15-min
TotalUTLTTHRT
SB --
TOTAL 4.8%0.72
WB --
NB 16.1%0.78
Peak Hour: 7:00 AM 8:00 AM
HV %:PHF
EB 0.7%0.70
Date: Wed, Jul 17, 2019
Peak Hour Count Period: 7:00 AM 9:00 AM
Peak Hour
0
00
0
00 0N
NW FRONTAGE RD
E VINE ST
E VINE ST
NW FRONTAGE RDE VINE ST
208TEV:
0.72PHF:
0
0 0
00
056561520152
0152
56 0
Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com
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Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
0
0
0
0
0
00001000
0 0
Peak Hr 3 0 6 0 9 1 0
0 1 0 2 0 0Count Total 7 0 15 0 22 1
0 0 01000105:45 PM 2 0 1 0 3
0 0 0 0 0 0
0
5:30 PM 0 0 2 0 2 0 0 0
0 0 0 0 0 0
0 0
5:15 PM 0 0 3 0 3 0 0
0 0 0 0 0 0
0 0 0
5:00 PM 1 0 0 0 1 0
0 0 0 0 0 0
0 0 0
0
4:30 PM 1 0 2 0 3 0 0 0
0 0 0 0 0 050800
0 2 0
EB WB NB SB Total East
4:45 PM 0 0 0 0 0
0 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0 0
4:15 PM 3 0
0 1 0 1 0 0
West North South
4:00 PM 0 0 2
0 0 0
0 0 406 0 0 0
0 288 0226000006200000
Count Total 0 0 0 127 0 0 0 0 0 0 533 0
69 2880000000000058
0 0 0 70 279
5:45 PM 0 0 0 11
0 0 61 0 0 0
72 281
5:30 PM 0 0 0 9 0 0 0
0 0 0 0 0 00000052
0 0 0 77 285
5:15 PM 0 0 0 20
0 0 55 0 0 0
60 245
5:00 PM 0 0 0 22 0 0 0
0 0 0 0 0 00000038
0 0 0 72 0
4:45 PM 0 0 0 22
0 0 56 0 0 0
76 0
4:30 PM 0 0 0 16 0 0 0
0 0 0 0 0 00000054
0 0 0 37 0
4:15 PM 0 0 0 22
0 0 32 0 0 0
TH RT
4:00 PM 0 0 0 5 0 0 0
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
E VINE ST E VINE ST NW FRONTAGE RD 0 15-min
TotalUTLTTHRT
SB --
TOTAL 3.1%0.94
WB --
NB 2.7%0.93
Peak Hour: 5:00 PM 6:00 PM
HV %:PHF
EB 4.8%0.70
Date: Wed, Jul 17, 2019
Peak Hour Count Period: 4:00 PM 6:00 PM
Peak Hour
1
00
0
00 0N
NW FRONTAGE RD
E VINE ST
E VINE ST
NW FRONTAGE RDE VINE ST
288TEV:
0.94PHF:
0
0 0
00
022622662062
062
226 0
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Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
0
0
0
0
0
0
WB --
NB 9.4%0.89
Peak Hour: 7:00 AM 8:00 AM
HV %:PHF
EB 50.0%0.50
Date: Wed, Jul 17, 2019
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 0.0%0.70
TOTAL 4.4%0.74
TH RTUTLTTHRTUTLT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
REDMAN DR 0 NW FRONTAGE RD NW FRONTAGE RD 15-min
TotalUTLTTHRT
0 0 0 0 0 2
0 39 2 59 0
7:15 AM 0 2 0 0
0 0 6 12 0 07:00 AM 0 0 0 0 0 0 0
0 56 0 77 0
7:45 AM 0 0 0 2
0 0 2 15 0 0
47 0
7:30 AM 0 2 0 2 0 0 0
13 0 0 0 30 0
45 228
8:00 AM 0 0 0 1 0 0 0
13 0 0 0 29 0000001
0 0 0 0 0 0
0 18 1 47 216
8:15 AM 0 1 0 1
0 0 4 23 0 0
0 24 0 48 187
8:45 AM 0 2 0 1
0 0 2 21 0 0
47 216
8:30 AM 0 1 0 0 0 0 0
17 0 0 0 28 0
41 18312000200000006
0 244 3 411 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0 4 0
0 0 23 126 0 0
2 228 0Peak Hour 11 53 0 0 0 15440
Count Total 0
0 0
7:15 AM 1 0 1 0 2 0 0
0 0 0 0 0 0
West North South
7:00 AM 0 0 2 0 2 0
EB WB NB SB Total East
7:45 AM 0 0 1 0 1
0 0 0 0 0 0
0
7:30 AM 3 0 2 0 5 0 0 0
0 0 0 0 0 0
0 0
8:15 AM 0 0 3 0 3 0 0
0 0 0 0 0 0
0 0 0
8:00 AM 0 0 2 0 2 0
0 0 0 0 0 0
8:45 AM 1 0 0 2 3
0 0 0 0 0 0
0
8:30 AM 1 0 6 2 9 0 0 0
0 0 0 0 0 0
0 0 0000000
0 0
Peak Hr 4 0 6 0 10 0 0
0 0 0 0 0 0Count Total 6 0 17 4 27 0
0000000
0 0 0 0
8 0 7 0 0 0
0 000
00 0N
NW FRONTAGE RD
REDMAN DR
NW FRONTAGE RDNW FRONTAGE RDREDMAN DR
228TEV:
0.74PHF:215415657053116415804
48
13 0
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Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
1
0
0
0
1
1
WB --
NB 3.5%0.92
Peak Hour: 4:15 PM 5:15 PM
HV %:PHF
EB 0.0%0.55
Date: Wed, Jul 17, 2019
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 6.1%0.85
TOTAL 4.1%0.93
TH RTUTLTTHRTUTLT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
REDMAN DR 0 NW FRONTAGE RD NW FRONTAGE RD 15-min
TotalUTLTTHRT
0 0 0 0 0 0
0 5 0 43 0
4:15 PM 0 0 0 0
0 0 0 32 0 04:00 PM 0 1 0 5 0 0 0
0 15 0 74 0
4:45 PM 1 1 0 3
0 0 1 53 0 0
73 0
4:30 PM 0 2 0 3 0 0 0
52 0 0 0 21 0
66 256
5:00 PM 0 0 0 1 0 0 0
39 0 0 0 22 0000000
0 0 0 0 0 0
0 24 0 78 291
5:15 PM 0 0 0 1
0 0 0 53 0 0
0 8 0 69 286
5:45 PM 0 0 0 1
0 0 0 61 0 0
73 291
5:30 PM 0 0 0 0 0 0 0
52 0 0 0 20 0
71 29159000110000000
0 126 0 547 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
1 3 0
0 0 1 401 0 0
0 291 0Peak Hour 1 197 0 0 0 8270
Count Total 1
0 0
4:15 PM 0 0 5 3 8 0 0
0 1 0 1 0 0
West North South
4:00 PM 0 0 2 0 2 0
EB WB NB SB Total East
4:45 PM 0 0 0 0 0
0 0 0 0 0 0
0
4:30 PM 0 0 2 1 3 0 0 0
0 0 0 0 0 0
0 0
5:15 PM 0 0 3 0 3 0 0
0 0 0 0 1 0
0 0 0
5:00 PM 0 0 0 1 1 0
0 0 0 0 0 0
5:45 PM 0 0 1 2 3
0 0 0 0 0 0
0
5:30 PM 0 0 2 0 2 0 0 0
0 0 0 0 0 0
0 0 0000110
0 0
Peak Hr 0 0 7 5 12 0 0
0 1 1 2 1 0Count Total 0 0 15 7 22 0
0000100
0 0 0 0
4 0 14 0 0 0
0 000
00 1N
NW FRONTAGE RD
REDMAN DR
NW FRONTAGE RDNW FRONTAGE RDREDMAN DR
291TEV:
0.93PHF:08282200019711988907
311
2 1
Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
www.idaxdata.com TMC3
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
2
0
0
0
2
2
WB --
NB 7.4%0.74
Peak Hour: 7:15 AM 8:15 AM
HV %:PHF
EB 5.9%0.85
Date: Wed, Jul 17, 2019
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 4.8%0.68
TOTAL 6.2%0.84
TH RTUTLTTHRTUTLT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
FRONTAGE RD N 0 NW FRONTAGE RD NW FRONTAGE RD 15-min
TotalUTLTTHRT
0 0 0 0 0 5
0 32 18 98 0
7:15 AM 0 0 0 5
0 0 2 42 0 07:00 AM 0 1 0 3 0 0 0
0 57 20 140 0
7:45 AM 0 1 0 3
0 0 7 53 0 0
104 0
7:30 AM 0 0 0 3 0 0 0
47 0 0 0 29 18
97 439
8:00 AM 0 1 0 4 0 0 0
47 0 0 0 33 11000002
0 0 0 0 0 7
0 23 18 128 469
8:15 AM 0 3 0 2
0 0 4 78 0 0
0 28 12 104 424
8:45 AM 0 3 0 2
0 0 6 49 0 0
95 460
8:30 AM 0 0 0 9 0 0 0
38 0 0 0 28 17
109 436540003413000003
0 264 127 875 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0 2 0
0 0 36 408 0 0
67 469 0Peak Hour 18 225 0 0 0 142150
Count Total 0
0 0
7:15 AM 1 0 3 4 8 0 0
0 0 0 0 0 0
West North South
7:00 AM 1 0 0 1 2 0
EB WB NB SB Total East
7:45 AM 0 0 4 1 5
0 0 0 0 0 0
0
7:30 AM 0 0 4 3 7 0 0 0
0 1 1 0 0 0
0 0
8:15 AM 0 0 3 2 5 0 0
0 0 0 0 0 2
0 0 0
8:00 AM 0 0 7 2 9 0
0 0 0 0 0 0
8:45 AM 1 0 2 4 7
0 0 0 0 0 0
0
8:30 AM 0 0 8 4 12 0 0 0
0 0 0 0 0 0
0 0 0000000
0 0
Peak Hr 1 0 18 10 29 0 0
0 0 1 1 0 2Count Total 3 0 31 21 55 0
0011020
0 0 0 0
9 0 31 0 0 0
0 100
02 0N
NW FRONTAGE RD
FRONTAGE RD N
NW FRONTAGE RDNW FRONTAGE RDFRONTAGE RD N
469TEV:
0.84PHF:67142209227022518243157015
217
85 0
Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
www.idaxdata.com TMC3
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
0
0
0
0
0
0
WB --
NB 3.2%0.93
Peak Hour: 4:15 PM 5:15 PM
HV %:PHF
EB 4.8%0.66
Date: Wed, Jul 17, 2019
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 2.9%0.86
TOTAL 3.1%0.94
TH RTUTLTTHRTUTLT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
FRONTAGE RD N 0 NW FRONTAGE RD NW FRONTAGE RD 15-min
TotalUTLTTHRT
0 0 0 0 0 9
0 22 20 101 0
4:15 PM 0 3 0 1
0 0 5 46 0 04:00 PM 0 6 0 2 0 0 0
0 38 23 161 0
4:45 PM 0 3 0 1
0 0 15 77 0 0
145 0
4:30 PM 0 6 0 2 0 0 0
83 0 0 0 31 18
145 552
5:00 PM 0 2 0 3 0 0 0
63 0 0 0 46 160000016
0 0 0 0 0 12
0 34 36 156 607
5:15 PM 0 3 0 1
0 0 7 74 0 0
0 24 21 151 578
5:45 PM 0 3 0 9
0 0 16 81 0 0
126 588
5:30 PM 0 7 0 2 0 0 0
67 0 0 0 23 20
145 5788200026110000014
0 244 165 1,130 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0 14 0
0 0 94 573 0 0
93 607 0Peak Hour 47 297 0 0 0 14970
Count Total 0
0 0
4:15 PM 0 0 7 5 12 0 0
0 0 0 0 0 0
West North South
4:00 PM 2 0 1 0 3 0
EB WB NB SB Total East
4:45 PM 0 0 2 0 2
1 1 0 0 0 0
0
4:30 PM 1 0 2 0 3 0 0 0
0 0 0 0 0 0
0 0
5:15 PM 0 0 5 2 7 0 0
0 0 0 0 0 0
0 0 0
5:00 PM 0 0 0 2 2 0
0 0 0 0 0 0
5:45 PM 0 0 8 2 10
0 0 0 0 0 0
0
5:30 PM 0 0 5 1 6 0 0 0
0 0 0 0 0 0
0 0 0000110
0 0
Peak Hr 1 0 11 7 19 0 0
0 0 2 2 0 0Count Total 3 0 30 12 45 0
0011000
0 0 0 0
33 0 21 0 0 0
0 100
00 0N
NW FRONTAGE RD
FRONTAGE RD N
NW FRONTAGE RDNW FRONTAGE RDFRONTAGE RD N
607TEV:
0.94PHF:9314924231102974734415607
1421
140 0
Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
www.idaxdata.com TMC4
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
1
1
0
0
2
1
Peak Hour
Date: Wed, Jul 17, 2019
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 3.3%0.66
TOTAL 5.4%0.93
TH RT
WB 4.7%0.94
NB 9.8%0.93
Peak Hour: 7:15 AM 8:15 AM
HV %:PHF
EB 6.4%0.94
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
E MULLBERRY ST E MULLBERRY ST NW FRONTAGE RD NW FRONTAGE RD 15-min
TotalUTLTTHRT
0 21 447 34 0 0
0 0 39 790 0
7:15 AM 0 17 323 17
30 0 0 0 20 07:00 AM 0 15 281 12 0 27 366
0 0 58 1,021 0
7:45 AM 0 14 345 14
49 0 0 0 30 0
920 0
7:30 AM 0 12 363 6 0 23 480
0 29 0 0 0 32
975 3,706
8:00 AM 0 21 284 21 1 16 413
0 24 0 0 0 350254774100
0 19 395 31 0 0
0 0 27 871 3,787
8:15 AM 1 13 297 23
59 0 0 0 29 0
0 0 33 858 3,557
8:45 AM 0 21 256 21
39 0 0 0 25 0
853 3,720
8:30 AM 0 16 278 33 1 23 410
0 41 0 0 0 33
773 3,355030000351123613600
1 85 1,817 183 0
Count Total 1 129 2,427 147 3 166 3,349 0 0 292 7,061 0
0 0 0 0 0 0
West North South
7:00 AM 17 21 4
0 64 1,315
319 0 0 0 228 0
152 3,787 00011200058
0 42 0
EB WB NB SB Total East
7:45 AM 24 22 2 0 48
0 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0 0
7:15 AM 19 26
0 0 0
0
7:30 AM 23 23 2 1 49 0 0 0
0 0 0 0 0 0335100
0 0
8:15 AM 33 24 4 1 62 0 0
0 0 0 0 0 1
0 0 0
8:00 AM 26 26 4 1 57 0
0 0 0 0 0 0
8:45 AM 23 26 1 3 53
0 0 0 0 0 0
0
8:30 AM 22 28 3 2 55 0 0 0
0 0 0 1 0 0
0 0 0000000
0 0
Peak Hour 92 97 11 5 205 0 0
0 0 0 0 1 1Count Total 187 196 23 11 417 0
0000010
0 0000
01 0N
NW FRONTAGE RD
E MULLBERRY ST
E MULLBERRY
ST
NW FRONTAGE RDE MULLBERRY
STNW FRONTAGE RD3,787TEV:
0.93PHF:152001522470183
1,817
85
2,086
1,4281
11200112143058
1,315
64
1,437
1,969 0
Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
www.idaxdata.com TMC4
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
0
1
0
0
1
1
Peak Hour
Date: Wed, Jul 17, 2019
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 1.6%0.77
TOTAL 2.6%0.96
TH RT
WB 3.0%0.95
NB 4.2%0.74
Peak Hour: 4:45 PM 5:45 PM
HV %:PHF
EB 2.3%0.93
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
E MULLBERRY ST E MULLBERRY ST NW FRONTAGE RD NW FRONTAGE RD 15-min
TotalUTLTTHRT
0 21 326 60 0 0
0 0 27 914 0
4:15 PM 2 33 468 23
31 0 0 0 37 04:00 PM 0 20 450 22 2 22 303
0 0 44 1,011 0
4:45 PM 0 39 504 18
44 0 0 0 47 0
1,009 0
4:30 PM 1 49 466 16 1 24 319
0 43 0 0 0 33
1,024 3,958
5:00 PM 0 38 569 22 1 14 331
0 39 0 0 0 411173273800
0 16 364 45 0 0
0 0 36 1,103 4,147
5:15 PM 0 33 537 28
44 0 0 0 48 0
0 0 25 1,030 4,231
5:45 PM 1 43 434 22
59 0 0 0 29 0
1,074 4,212
5:30 PM 0 39 501 22 1 13 341
0 26 0 0 0 25
962 4,169039000341323035300
3 60 1,363 186 0
Count Total 4 294 3,929 173 7 159 2,614 0 0 265 8,127 0
0 0 0 0 0 0
West North South
4:00 PM 14 13 1
0 149 2,111
374 0 0 0 308 0
127 4,231 00014200090
0 28 0
EB WB NB SB Total East
4:45 PM 12 13 3 0 28
1 1 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0 0
4:15 PM 24 25
0 0 0
0
4:30 PM 27 17 1 0 45 0 0 0
0 0 0 0 0 0115100
0 0
5:15 PM 13 19 0 2 34 0 0
0 0 0 1 0 0
0 0 0
5:00 PM 15 9 2 0 26 1
0 0 0 0 0 0
5:45 PM 9 17 1 0 27
0 1 0 0 0 0
0
5:30 PM 14 7 1 0 22 0 1 0
0 0 0 1 0 0
0 0 0000000
0 0
Peak Hour 54 48 6 2 110 1 1
1 0 1 3 1 0Count Total 128 120 10 3 261 1
0002100
1 0010
00 1N
NW FRONTAGE RD
E MULLBERRY ST
E MULLBERRY
ST
NW FRONTAGE RDE MULLBERRY
STNW FRONTAGE RD4,231TEV:
0.96PHF:127001273350186
1,363
60
1,612
2,2563
14200142150090
2,111
149
2,350
1,490 0
Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
Kimley-Horn and Associates, Inc.
096501004 – Mulberry Connection
APPENDIX B
CDOT Traffic Data
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
Mulberry Connection - CDOT Traffic Projections
ROUTE REFPT ENDREFPT AADT AADTYR YR20FACTOR DHV LOCATION
014C 137.619 138.749 34000 2018 1.4 9.5 ON SH 14 (MULBERRY ST) E/O SUMMIT VIEW DR
014C 138.749 138.968 41000 2018 1.44 9 ON SH 14 (MULBERRY ST) W/O I-25
Annual Growth 1.70%
1.84%
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
Kimley-Horn and Associates, Inc.
096501004 – Mulberry Connection
APPENDIX C
Trip Generation Worksheets
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
Project Mulberry Connection - Industrial (Fort Collins)
Subject Trip Generation for Industrial Park
Designed by JRP Date September 12, 2019 Job No.
Checked by Date Sheet No.1 of 1
TRIP GENERATION MANUAL TECHNIQUES
ITE Trip Generation Manual 10th Edition, Average Rate Equations
Land Use Code - Industrial Park (130)
Independant Variable - 1000 Square Feet Gross Floor Feet (X)
Gross Floor Area =165,000
X =165.0
T =Average Vehicle Trip Ends
Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (100 Series Page 22)
Directional Distribution:81%ent. 19%exit.
T = 0.40 (X)T =66 Average Vehicle Trip Ends
T = 0.40 *165 53 entering 13 exiting
53 +13 =66
Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (100 Series Page 23)
Directional Distribution:21%ent. 79%exit.
T = 0.40 (X)T =66 Average Vehicle Trip Ends
T = 0.40 *165 14 entering 52 exiting
14 +52 =66
Weekday (100 Series Page 21)
Directional Distribution: 50% entering, 50% exiting
T = 3.37 (X)T =558 Average Vehicle Trip Ends
T = 3.37 *165 279 entering 279 exiting
279 +279 =558
096501004
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
Kimley-Horn and Associates, Inc.
096501004 – Mulberry Connection
APPENDIX D
Intersection Analysis Worksheets
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Background AM.syn
1: NW Frontage Road & Vine Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 2.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 82 155 36 240 57 20
Future Vol, veh/h 82 155 36 240 57 20
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length ----0 -
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 70 92 92 78 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 89 221 39 261 73 22
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 310 0 539 200
Stage 1 ---- 200 -
Stage 2 ---- 339 -
Critical Hdwy -- 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ---- 5.42 -
Critical Hdwy Stg 2 ---- 5.42 -
Follow-up Hdwy -- 2.218 - 3.518 3.318
Pot Cap-1 Maneuver -- 1250 - 503 841
Stage 1 ---- 834 -
Stage 2 ---- 722 -
Platoon blocked, %---
Mov Cap-1 Maneuver -- 1250 - 485 841
Mov Cap-2 Maneuver ---- 485 -
Stage 1 ---- 804 -
Stage 2 ---- 722 -
Approach EB WB NB
HCM Control Delay, s 0 1 13.1
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)537 -- 1250 -
HCM Lane V/C Ratio 0.177 -- 0.031 -
HCM Control Delay (s)13.1 --8 0
HCM Lane LOS B --A A
HCM 95th %tile Q(veh)0.6 -- 0.1 -
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Background PM.syn
1: NW Frontage Road & Vine Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 7.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 199 63 41 107 231 36
Future Vol, veh/h 199 63 41 107 231 36
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length ----0 -
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 70 92 92 93 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 216 90 45 116 248 39
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 306 0 467 261
Stage 1 ---- 261 -
Stage 2 ---- 206 -
Critical Hdwy -- 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ---- 5.42 -
Critical Hdwy Stg 2 ---- 5.42 -
Follow-up Hdwy -- 2.218 - 3.518 3.318
Pot Cap-1 Maneuver -- 1255 - 554 778
Stage 1 ---- 783 -
Stage 2 ---- 829 -
Platoon blocked, %---
Mov Cap-1 Maneuver -- 1255 - 533 778
Mov Cap-2 Maneuver ---- 533 -
Stage 1 ---- 753 -
Stage 2 ---- 829 -
Approach EB WB NB
HCM Control Delay, s 0 2.2 18.2
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)557 -- 1255 -
HCM Lane V/C Ratio 0.516 -- 0.036 -
HCM Control Delay (s)18.2 --8 0
HCM Lane LOS C --A A
HCM 95th %tile Q(veh)2.9 -- 0.1 -
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Total AM.syn
1: NW Frontage Road & Vine Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 2.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 82 160 39 240 58 25
Future Vol, veh/h 82 160 39 240 58 25
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length ----0 -
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 70 92 92 78 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 89 229 42 261 74 27
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 318 0 549 204
Stage 1 ---- 204 -
Stage 2 ---- 345 -
Critical Hdwy -- 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ---- 5.42 -
Critical Hdwy Stg 2 ---- 5.42 -
Follow-up Hdwy -- 2.218 - 3.518 3.318
Pot Cap-1 Maneuver -- 1242 - 497 837
Stage 1 ---- 830 -
Stage 2 ---- 717 -
Platoon blocked, %---
Mov Cap-1 Maneuver -- 1242 - 477 837
Mov Cap-2 Maneuver ---- 477 -
Stage 1 ---- 797 -
Stage 2 ---- 717 -
Approach EB WB NB
HCM Control Delay, s 0 1.1 13.2
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)539 -- 1242 -
HCM Lane V/C Ratio 0.188 -- 0.034 -
HCM Control Delay (s)13.2 --8 0
HCM Lane LOS B --A A
HCM 95th %tile Q(veh)0.7 -- 0.1 -
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Total PM.syn
1: NW Frontage Road & Vine Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 8.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 199 64 42 107 236 57
Future Vol, veh/h 199 64 42 107 236 57
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length ----0 -
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 70 92 92 93 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 216 91 46 116 254 62
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 307 0 470 262
Stage 1 ---- 262 -
Stage 2 ---- 208 -
Critical Hdwy -- 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ---- 5.42 -
Critical Hdwy Stg 2 ---- 5.42 -
Follow-up Hdwy -- 2.218 - 3.518 3.318
Pot Cap-1 Maneuver -- 1254 - 552 777
Stage 1 ---- 782 -
Stage 2 ---- 827 -
Platoon blocked, %---
Mov Cap-1 Maneuver -- 1254 - 530 777
Mov Cap-2 Maneuver ---- 530 -
Stage 1 ---- 752 -
Stage 2 ---- 827 -
Approach EB WB NB
HCM Control Delay, s 0 2.2 19.1
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)565 -- 1254 -
HCM Lane V/C Ratio 0.559 -- 0.036 -
HCM Control Delay (s)19.1 --8 0
HCM Lane LOS C --A A
HCM 95th %tile Q(veh)3.4 -- 0.1 -
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Background AM.syn
1: NW Frontage Road & Vine Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 3.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 121 230 53 356 85 30
Future Vol, veh/h 121 230 53 356 85 30
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length ----0 -
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 70 92 92 78 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 132 329 58 387 109 33
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 461 0 800 297
Stage 1 ---- 297 -
Stage 2 ---- 503 -
Critical Hdwy -- 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ---- 5.42 -
Critical Hdwy Stg 2 ---- 5.42 -
Follow-up Hdwy -- 2.218 - 3.518 3.318
Pot Cap-1 Maneuver -- 1100 - 354 742
Stage 1 ---- 754 -
Stage 2 ---- 607 -
Platoon blocked, %---
Mov Cap-1 Maneuver -- 1100 - 330 742
Mov Cap-2 Maneuver ---- 330 -
Stage 1 ---- 703 -
Stage 2 ---- 607 -
Approach EB WB NB
HCM Control Delay, s 0 1.1 20.1
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)378 -- 1100 -
HCM Lane V/C Ratio 0.375 -- 0.052 -
HCM Control Delay (s)20.1 -- 8.5 0
HCM Lane LOS C --A A
HCM 95th %tile Q(veh)1.7 -- 0.2 -
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Background PM.syn
1: NW Frontage Road & Vine Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 35.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 296 94 61 159 343 53
Future Vol, veh/h 296 94 61 159 343 53
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length ----0 -
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 70 92 92 93 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 322 134 66 173 369 58
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 456 0 694 389
Stage 1 ---- 389 -
Stage 2 ---- 305 -
Critical Hdwy -- 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ---- 5.42 -
Critical Hdwy Stg 2 ---- 5.42 -
Follow-up Hdwy -- 2.218 - 3.518 3.318
Pot Cap-1 Maneuver -- 1105 - 409 659
Stage 1 ---- 685 -
Stage 2 ---- 748 -
Platoon blocked, %---
Mov Cap-1 Maneuver -- 1105 - 382 659
Mov Cap-2 Maneuver ---- 382 -
Stage 1 ---- 640 -
Stage 2 ---- 748 -
Approach EB WB NB
HCM Control Delay, s 0 2.3 91.8
HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)405 -- 1105 -
HCM Lane V/C Ratio 1.053 -- 0.06 -
HCM Control Delay (s)91.8 -- 8.5 0
HCM Lane LOS F --A A
HCM 95th %tile Q(veh)14.1 -- 0.2 -
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Total AM.syn
1: NW Frontage Road & Vine Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 2.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 121 235 56 356 86 35
Future Vol, veh/h 121 235 56 356 86 35
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length -- 150 - 150 0
Veh in Median Storage, # 0 --0 1 -
Grade, %0 --0 0 -
Peak Hour Factor 92 70 92 92 78 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 132 336 61 387 110 38
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 468 0 809 300
Stage 1 ---- 300 -
Stage 2 ---- 509 -
Critical Hdwy -- 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ---- 5.42 -
Critical Hdwy Stg 2 ---- 5.42 -
Follow-up Hdwy -- 2.218 - 3.518 3.318
Pot Cap-1 Maneuver -- 1094 - 350 740
Stage 1 ---- 752 -
Stage 2 ---- 604 -
Platoon blocked, %---
Mov Cap-1 Maneuver -- 1094 - 330 740
Mov Cap-2 Maneuver ---- 426 -
Stage 1 ---- 710 -
Stage 2 ---- 604 -
Approach EB WB NB
HCM Control Delay, s 0 1.2 14.8
HCM LOS B
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)426 740 -- 1094 -
HCM Lane V/C Ratio 0.259 0.051 -- 0.056 -
HCM Control Delay (s)16.4 10.1 -- 8.5 -
HCM Lane LOS C B --A -
HCM 95th %tile Q(veh)1 0.2 -- 0.2 -
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Total PM.syn
1: NW Frontage Road & Vine Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 12.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 296 95 62 159 348 74
Future Vol, veh/h 296 95 62 159 348 74
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length -- 150 - 150 0
Veh in Median Storage, # 0 --0 1 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 93 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 322 103 67 173 374 80
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 425 0 681 374
Stage 1 ---- 374 -
Stage 2 ---- 307 -
Critical Hdwy -- 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ---- 5.42 -
Critical Hdwy Stg 2 ---- 5.42 -
Follow-up Hdwy -- 2.218 - 3.518 3.318
Pot Cap-1 Maneuver -- 1134 - 416 672
Stage 1 ---- 696 -
Stage 2 ---- 746 -
Platoon blocked, %---
Mov Cap-1 Maneuver -- 1134 - 391 672
Mov Cap-2 Maneuver ---- 483 -
Stage 1 ---- 655 -
Stage 2 ---- 746 -
Approach EB WB NB
HCM Control Delay, s 0 2.3 29.7
HCM LOS D
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)483 672 -- 1134 -
HCM Lane V/C Ratio 0.775 0.12 -- 0.059 -
HCM Control Delay (s)33.7 11.1 -- 8.4 -
HCM Lane LOS D B --A -
HCM 95th %tile Q(veh)6.9 0.4 -- 0.2 -
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2019 Existing AM.syn
2: NW Frontage Road & Redman Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 4 11 53 154 2
Future Vol, veh/h 4 4 11 53 154 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 50 50 89 89 70 70
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 8 8 12 60 220 3
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 306 222 223 0 -0
Stage 1 222 -----
Stage 2 84 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 686 818 1346 ---
Stage 1 815 -----
Stage 2 939 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 680 818 1346 ---
Mov Cap-2 Maneuver 680 -----
Stage 1 808 -----
Stage 2 939 -----
Approach EB NB SB
HCM Control Delay, s 10 1.3 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1346 - 743 --
HCM Lane V/C Ratio 0.009 - 0.022 --
HCM Control Delay (s)7.7 0 10 --
HCM Lane LOS A A B --
HCM 95th %tile Q(veh)0 - 0.1 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2019 Existing PM.syn
2: NW Frontage Road & Redman Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 7 1 197 82 0
Future Vol, veh/h 4 7 1 197 82 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 55 55 92 92 85 85
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 7 13 1 214 96 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 312 96 96 0 -0
Stage 1 96 -----
Stage 2 216 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 681 960 1498 ---
Stage 1 928 -----
Stage 2 820 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 680 960 1498 ---
Mov Cap-2 Maneuver 680 -----
Stage 1 927 -----
Stage 2 820 -----
Approach EB NB SB
HCM Control Delay, s 9.4 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1498 - 835 --
HCM Lane V/C Ratio 0.001 - 0.024 --
HCM Control Delay (s)7.4 0 9.4 --
HCM Lane LOS A A A --
HCM 95th %tile Q(veh)0 - 0.1 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Background AM.syn
2: NW Frontage Road & Redman Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 4 11 77 194 2
Future Vol, veh/h 4 4 11 77 194 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 50 50 89 89 70 70
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 8 8 12 87 277 3
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 390 279 280 0 -0
Stage 1 279 -----
Stage 2 111 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 614 760 1283 ---
Stage 1 768 -----
Stage 2 914 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 608 760 1283 ---
Mov Cap-2 Maneuver 608 -----
Stage 1 760 -----
Stage 2 914 -----
Approach EB NB SB
HCM Control Delay, s 10.5 1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1283 - 676 --
HCM Lane V/C Ratio 0.01 - 0.024 --
HCM Control Delay (s)7.8 0 10.5 --
HCM Lane LOS A A B --
HCM 95th %tile Q(veh)0 - 0.1 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Background PM.syn
2: NW Frontage Road & Redman Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 7 1 240 128 0
Future Vol, veh/h 4 7 1 240 128 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 55 55 92 92 85 85
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 7 13 1 261 151 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 414 151 151 0 -0
Stage 1 151 -----
Stage 2 263 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 595 895 1430 ---
Stage 1 877 -----
Stage 2 781 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 594 895 1430 ---
Mov Cap-2 Maneuver 594 -----
Stage 1 876 -----
Stage 2 781 -----
Approach EB NB SB
HCM Control Delay, s 9.9 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1430 - 756 --
HCM Lane V/C Ratio 0.001 - 0.026 --
HCM Control Delay (s)7.5 0 9.9 --
HCM Lane LOS A A A --
HCM 95th %tile Q(veh)0 - 0.1 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Total AM.syn
2: NW Frontage Road & Redman Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 9 40 93 196 5
Future Vol, veh/h 6 9 40 93 196 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 300 ---
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 50 50 89 89 70 70
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 12 18 45 104 280 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 478 284 287 0 -0
Stage 1 284 -----
Stage 2 194 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 546 755 1275 ---
Stage 1 764 -----
Stage 2 839 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 527 755 1275 ---
Mov Cap-2 Maneuver 527 -----
Stage 1 737 -----
Stage 2 839 -----
Approach EB NB SB
HCM Control Delay, s 10.9 2.4 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1275 - 644 --
HCM Lane V/C Ratio 0.035 - 0.047 --
HCM Control Delay (s)7.9 - 10.9 --
HCM Lane LOS A -B --
HCM 95th %tile Q(veh)0.1 - 0.1 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Total PM.syn
2: NW Frontage Road & Redman Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 12 25 9 244 136 1
Future Vol, veh/h 12 25 9 244 136 1
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 300 ---
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 55 55 92 92 85 85
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 22 45 10 265 160 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 446 161 161 0 -0
Stage 1 161 -----
Stage 2 285 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 570 884 1418 ---
Stage 1 868 -----
Stage 2 763 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 566 884 1418 ---
Mov Cap-2 Maneuver 566 -----
Stage 1 862 -----
Stage 2 763 -----
Approach EB NB SB
HCM Control Delay, s 10.3 0.3 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1418 - 748 --
HCM Lane V/C Ratio 0.007 - 0.09 --
HCM Control Delay (s)7.6 - 10.3 --
HCM Lane LOS A -B --
HCM 95th %tile Q(veh)0 - 0.3 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Background AM.syn
2: NW Frontage Road & Redman Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 6 17 114 288 3
Future Vol, veh/h 6 6 17 114 288 3
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 50 50 89 89 70 70
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 12 12 19 128 411 4
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 579 413 415 0 -0
Stage 1 413 -----
Stage 2 166 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 477 639 1144 ---
Stage 1 668 -----
Stage 2 863 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 468 639 1144 ---
Mov Cap-2 Maneuver 468 -----
Stage 1 656 -----
Stage 2 863 -----
Approach EB NB SB
HCM Control Delay, s 12 1.1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1144 - 540 --
HCM Lane V/C Ratio 0.017 - 0.044 --
HCM Control Delay (s)8.2 0 12 --
HCM Lane LOS A A B --
HCM 95th %tile Q(veh)0.1 - 0.1 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Background PM.syn
2: NW Frontage Road & Redman Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 11 2 356 189 0
Future Vol, veh/h 6 11 2 356 189 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 55 55 92 92 85 85
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 11 20 2 387 222 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 613 222 222 0 -0
Stage 1 222 -----
Stage 2 391 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 456 818 1347 ---
Stage 1 815 -----
Stage 2 683 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 455 818 1347 ---
Mov Cap-2 Maneuver 455 -----
Stage 1 813 -----
Stage 2 683 -----
Approach EB NB SB
HCM Control Delay, s 10.9 0 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1347 - 638 --
HCM Lane V/C Ratio 0.002 - 0.048 --
HCM Control Delay (s)7.7 0 10.9 --
HCM Lane LOS A A B --
HCM 95th %tile Q(veh)0 - 0.2 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Total AM.syn
2: NW Frontage Road & Redman Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 11 46 130 290 6
Future Vol, veh/h 8 11 46 130 290 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 300 ---
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 50 50 89 89 70 70
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 16 22 52 146 414 9
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 669 419 423 0 -0
Stage 1 419 -----
Stage 2 250 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 423 634 1136 ---
Stage 1 664 -----
Stage 2 792 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 404 634 1136 ---
Mov Cap-2 Maneuver 404 -----
Stage 1 633 -----
Stage 2 792 -----
Approach EB NB SB
HCM Control Delay, s 12.6 2.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1136 - 511 --
HCM Lane V/C Ratio 0.045 - 0.074 --
HCM Control Delay (s)8.3 - 12.6 --
HCM Lane LOS A -B --
HCM 95th %tile Q(veh)0.1 - 0.2 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Total PM.syn
2: NW Frontage Road & Redman Drive 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 14 29 10 360 197 1
Future Vol, veh/h 14 29 10 360 197 1
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 300 ---
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 55 55 92 92 85 85
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 25 53 11 391 232 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 646 233 233 0 -0
Stage 1 233 -----
Stage 2 413 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 436 806 1335 ---
Stage 1 806 -----
Stage 2 668 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 433 806 1335 ---
Mov Cap-2 Maneuver 433 -----
Stage 1 800 -----
Stage 2 668 -----
Approach EB NB SB
HCM Control Delay, s 11.5 0.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1335 - 629 --
HCM Lane V/C Ratio 0.008 - 0.124 --
HCM Control Delay (s)7.7 - 11.5 --
HCM Lane LOS A -B --
HCM 95th %tile Q(veh)0 - 0.4 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2019 Existing AM.syn
3: NW Frontage Road & Mulberry N Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 15 18 225 142 67
Future Vol, veh/h 2 15 18 225 142 67
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 85 85 74 74 68 68
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 2 18 24 304 209 99
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 611 259 308 0 -0
Stage 1 259 -----
Stage 2 352 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 457 780 1253 ---
Stage 1 784 -----
Stage 2 712 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 446 780 1253 ---
Mov Cap-2 Maneuver 446 -----
Stage 1 766 -----
Stage 2 712 -----
Approach EB NB SB
HCM Control Delay, s 10.2 0.6 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1253 - 717 --
HCM Lane V/C Ratio 0.019 - 0.028 --
HCM Control Delay (s)7.9 0 10.2 --
HCM Lane LOS A A B --
HCM 95th %tile Q(veh)0.1 - 0.1 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2019 Existing PM.syn
3: NW Frontage Road & Mulberry N Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 14 7 47 297 149 93
Future Vol, veh/h 14 7 47 297 149 93
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 66 66 93 93 86 86
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 21 11 51 319 173 108
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 648 227 281 0 -0
Stage 1 227 -----
Stage 2 421 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 435 812 1282 ---
Stage 1 811 -----
Stage 2 662 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 414 812 1282 ---
Mov Cap-2 Maneuver 414 -----
Stage 1 772 -----
Stage 2 662 -----
Approach EB NB SB
HCM Control Delay, s 12.8 1.1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1282 - 495 --
HCM Lane V/C Ratio 0.039 - 0.064 --
HCM Control Delay (s)7.9 0 12.8 --
HCM Lane LOS A A B --
HCM 95th %tile Q(veh)0.1 - 0.2 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Background AM.syn
3: NW Frontage Road & Mulberry N Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 15 18 230 145 68
Future Vol, veh/h 2 15 18 230 145 68
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 85 85 74 74 68 68
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 2 18 24 311 213 100
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 622 263 313 0 -0
Stage 1 263 -----
Stage 2 359 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 450 776 1247 ---
Stage 1 781 -----
Stage 2 707 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 440 776 1247 ---
Mov Cap-2 Maneuver 440 -----
Stage 1 763 -----
Stage 2 707 -----
Approach EB NB SB
HCM Control Delay, s 10.2 0.6 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1247 - 712 --
HCM Lane V/C Ratio 0.02 - 0.028 --
HCM Control Delay (s)7.9 0 10.2 --
HCM Lane LOS A A B --
HCM 95th %tile Q(veh)0.1 - 0.1 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Background PM.syn
3: NW Frontage Road & Mulberry N Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 14 7 48 303 152 95
Future Vol, veh/h 14 7 48 303 152 95
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 66 66 93 93 86 86
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 21 11 52 326 177 110
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 662 232 287 0 -0
Stage 1 232 -----
Stage 2 430 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 427 807 1275 ---
Stage 1 807 -----
Stage 2 656 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 406 807 1275 ---
Mov Cap-2 Maneuver 406 -----
Stage 1 767 -----
Stage 2 656 -----
Approach EB NB SB
HCM Control Delay, s 12.9 1.1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1275 - 487 --
HCM Lane V/C Ratio 0.04 - 0.065 --
HCM Control Delay (s)7.9 0 12.9 --
HCM Lane LOS A A B --
HCM 95th %tile Q(veh)0.1 - 0.2 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Total AM.syn
3: NW Frontage Road & Mulberry N Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 15 18 275 150 70
Future Vol, veh/h 2 15 18 275 150 70
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 85 85 74 74 68 68
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 2 18 24 372 221 103
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 693 273 324 0 -0
Stage 1 273 -----
Stage 2 420 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 409 766 1236 ---
Stage 1 773 -----
Stage 2 663 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 399 766 1236 ---
Mov Cap-2 Maneuver 399 -----
Stage 1 754 -----
Stage 2 663 -----
Approach EB NB SB
HCM Control Delay, s 10.4 0.5 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1236 - 691 --
HCM Lane V/C Ratio 0.02 - 0.029 --
HCM Control Delay (s)8 0 10.4 --
HCM Lane LOS A A B --
HCM 95th %tile Q(veh)0.1 - 0.1 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Total PM.syn
3: NW Frontage Road & Mulberry N Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 14 7 48 315 170 103
Future Vol, veh/h 14 7 48 315 170 103
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 66 66 93 93 86 86
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 21 11 52 339 198 120
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 701 258 318 0 -0
Stage 1 258 -----
Stage 2 443 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 405 781 1242 ---
Stage 1 785 -----
Stage 2 647 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 384 781 1242 ---
Mov Cap-2 Maneuver 384 -----
Stage 1 744 -----
Stage 2 647 -----
Approach EB NB SB
HCM Control Delay, s 13.4 1.1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1242 - 462 --
HCM Lane V/C Ratio 0.042 - 0.069 --
HCM Control Delay (s)8 0 13.4 --
HCM Lane LOS A A B --
HCM 95th %tile Q(veh)0.1 - 0.2 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Background AM.syn
3: NW Frontage Road & Mulberry N Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 23 27 341 215 102
Future Vol, veh/h 3 23 27 341 215 102
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 85 85 74 74 68 68
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 4 27 36 461 316 150
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 924 391 466 0 -0
Stage 1 391 -----
Stage 2 533 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 299 658 1095 ---
Stage 1 683 -----
Stage 2 588 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 286 658 1095 ---
Mov Cap-2 Maneuver 286 -----
Stage 1 653 -----
Stage 2 588 -----
Approach EB NB SB
HCM Control Delay, s 11.6 0.6 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1095 - 572 --
HCM Lane V/C Ratio 0.033 - 0.053 --
HCM Control Delay (s)8.4 0 11.6 --
HCM Lane LOS A A B --
HCM 95th %tile Q(veh)0.1 - 0.2 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Background PM.syn
3: NW Frontage Road & Mulberry N Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 21 11 71 450 226 141
Future Vol, veh/h 21 11 71 450 226 141
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 66 66 93 93 86 86
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 32 17 76 484 263 164
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 981 345 427 0 -0
Stage 1 345 -----
Stage 2 636 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 277 698 1132 ---
Stage 1 717 -----
Stage 2 527 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 252 698 1132 ---
Mov Cap-2 Maneuver 252 -----
Stage 1 651 -----
Stage 2 527 -----
Approach EB NB SB
HCM Control Delay, s 18.1 1.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1132 - 323 --
HCM Lane V/C Ratio 0.067 - 0.15 --
HCM Control Delay (s)8.4 0 18.1 --
HCM Lane LOS A A C --
HCM 95th %tile Q(veh)0.2 - 0.5 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Total AM.syn
3: NW Frontage Road & Mulberry N Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 23 27 386 220 104
Future Vol, veh/h 3 23 27 386 220 104
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 85 85 74 74 68 68
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 4 27 36 522 324 153
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 995 401 477 0 -0
Stage 1 401 -----
Stage 2 594 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 271 649 1085 ---
Stage 1 676 -----
Stage 2 552 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 258 649 1085 ---
Mov Cap-2 Maneuver 258 -----
Stage 1 644 -----
Stage 2 552 -----
Approach EB NB SB
HCM Control Delay, s 11.9 0.6 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1085 - 552 --
HCM Lane V/C Ratio 0.034 - 0.055 --
HCM Control Delay (s)8.4 0 11.9 --
HCM Lane LOS A A B --
HCM 95th %tile Q(veh)0.1 - 0.2 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Total PM.syn
3: NW Frontage Road & Mulberry N Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 21 11 71 462 244 149
Future Vol, veh/h 21 11 71 462 244 149
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 66 66 93 93 86 86
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 32 17 76 497 284 173
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1020 371 457 0 -0
Stage 1 371 -----
Stage 2 649 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 262 675 1104 ---
Stage 1 698 -----
Stage 2 520 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 237 675 1104 ---
Mov Cap-2 Maneuver 237 -----
Stage 1 632 -----
Stage 2 520 -----
Approach EB NB SB
HCM Control Delay, s 19 1.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1104 - 305 --
HCM Lane V/C Ratio 0.069 - 0.159 --
HCM Control Delay (s)8.5 0 19 --
HCM Lane LOS A A C --
HCM 95th %tile Q(veh)0.2 - 0.6 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2019 Existing AM.syn
4: Mulberry Street & NW Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 64 1315 58 85 1817 183 0 0 112 0 0 152
Future Vol, veh/h 64 1315 58 85 1817 183 0 0 112 0 0 152
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- Free -- Free
Storage Length 225 - 200 175 -0 --0 --0
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 94 94 94 94 94 94 93 93 93 66 66 66
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 68 1399 62 90 1933 195 0 0 120 0 0 230
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 2128 0 0 1461 0 0 ------
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 -- 4.14 --------
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 -- 2.22 --------
Pot Cap-1 Maneuver 460 -- *790 --0 0 0 0 0 0
Stage 1 ------0 0 0 0 0 0
Stage 2 ------0 0 0 0 0 0
Platoon blocked, %1 --1 --
Mov Cap-1 Maneuver 460 -- *790 --------
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Control Delay, s 0.6 0.4 0 0
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)- 460 -- * 790 ---
HCM Lane V/C Ratio - 0.148 -- 0.114 ---
HCM Control Delay (s)0 14.2 -- 10.1 --0
HCM Lane LOS A B --B --A
HCM 95th %tile Q(veh)- 0.5 -- 0.4 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2019 Existing PM.syn
4: Mulberry Street & NW Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 149 2111 90 60 1363 186 0 0 142 0 0 127
Future Vol, veh/h 149 2111 90 60 1363 186 0 0 142 0 0 127
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- Free -- Free
Storage Length 225 - 200 175 -0 --0 --0
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 93 93 93 95 95 95 74 74 74 77 77 77
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 160 2270 97 63 1435 196 0 0 192 0 0 165
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1631 0 0 2367 0 0 ------
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 -- 4.14 --------
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 -- 2.22 --------
Pot Cap-1 Maneuver 722 -- *284 --0 0 0 0 0 0
Stage 1 ------0 0 0 0 0 0
Stage 2 ------0 0 0 0 0 0
Platoon blocked, %1 --1 --
Mov Cap-1 Maneuver 722 -- *284 --------
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Control Delay, s 0.7 0.8 0 0
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)- 722 -- * 284 ---
HCM Lane V/C Ratio - 0.222 -- 0.222 ---
HCM Control Delay (s)0 11.4 -- 21.3 --0
HCM Lane LOS A B --C --A
HCM 95th %tile Q(veh)- 0.8 -- 0.8 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Background AM.syn
4: Mulberry Street & NW Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 65 1341 59 87 1853 187 0 0 114 0 0 155
Future Vol, veh/h 65 1341 59 87 1853 187 0 0 114 0 0 155
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- Free -- Free
Storage Length 225 - 200 175 -0 --0 --0
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 94 94 94 94 94 94 93 93 93 66 66 66
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 69 1427 63 93 1971 199 0 0 123 0 0 235
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 2170 0 0 1490 0 0 ------
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 -- 4.14 --------
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 -- 2.22 --------
Pot Cap-1 Maneuver *440 -- *790 --0 0 0 0 0 0
Stage 1 ------0 0 0 0 0 0
Stage 2 ------0 0 0 0 0 0
Platoon blocked, %1 --1 --
Mov Cap-1 Maneuver *440 -- *790 --------
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Control Delay, s 0.7 0.4 0 0
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)- * 440 -- * 790 ---
HCM Lane V/C Ratio - 0.157 -- 0.117 ---
HCM Control Delay (s)0 14.7 -- 10.2 --0
HCM Lane LOS A B --B --A
HCM 95th %tile Q(veh)- 0.6 -- 0.4 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Background PM.syn
4: Mulberry Street & NW Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 152 2153 92 61 1390 190 0 0 145 0 0 130
Future Vol, veh/h 152 2153 92 61 1390 190 0 0 145 0 0 130
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- Free -- Free
Storage Length 225 - 200 175 -0 --0 --0
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 93 93 93 95 95 95 74 74 74 77 77 77
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 163 2315 99 64 1463 200 0 0 196 0 0 169
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1663 0 0 2414 0 0 ------
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 -- 4.14 --------
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 -- 2.22 --------
Pot Cap-1 Maneuver 681 -- *245 --0 0 0 0 0 0
Stage 1 ------0 0 0 0 0 0
Stage 2 ------0 0 0 0 0 0
Platoon blocked, %1 --1 --
Mov Cap-1 Maneuver 681 -- *245 --------
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Control Delay, s 0.8 0.9 0 0
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)- 681 -- * 245 ---
HCM Lane V/C Ratio - 0.24 -- 0.262 ---
HCM Control Delay (s)0 11.9 -- 24.8 --0
HCM Lane LOS A B --C --A
HCM 95th %tile Q(veh)- 0.9 --1 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Total AM.syn
4: Mulberry Street & NW Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 84 1343 59 87 1853 214 0 0 114 0 0 160
Future Vol, veh/h 84 1343 59 87 1853 214 0 0 114 0 0 160
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- Free -- Free
Storage Length 225 - 200 175 -0 --0 --0
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 94 94 94 94 94 94 93 93 93 66 66 66
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 89 1429 63 93 1971 228 0 0 123 0 0 242
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 2199 0 0 1492 0 0 ------
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 -- 4.14 --------
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 -- 2.22 --------
Pot Cap-1 Maneuver 423 -- *790 --0 0 0 0 0 0
Stage 1 ------0 0 0 0 0 0
Stage 2 ------0 0 0 0 0 0
Platoon blocked, %1 --1 --
Mov Cap-1 Maneuver 423 -- *790 --------
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Control Delay, s 0.9 0.4 0 0
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)- 423 -- * 790 ---
HCM Lane V/C Ratio - 0.211 -- 0.117 ---
HCM Control Delay (s)0 15.8 -- 10.2 --0
HCM Lane LOS A C --B --A
HCM 95th %tile Q(veh)- 0.8 -- 0.4 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Total PM.syn
4: Mulberry Street & NW Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 157 2161 92 61 1390 197 0 0 145 0 0 148
Future Vol, veh/h 157 2161 92 61 1390 197 0 0 145 0 0 148
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- Free -- Free
Storage Length 225 - 200 175 -0 --0 --0
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 93 93 93 95 95 95 74 74 74 77 77 77
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 169 2324 99 64 1463 207 0 0 196 0 0 192
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1670 0 0 2423 0 0 ------
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 -- 4.14 --------
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 -- 2.22 --------
Pot Cap-1 Maneuver 673 -- *245 --0 0 0 0 0 0
Stage 1 ------0 0 0 0 0 0
Stage 2 ------0 0 0 0 0 0
Platoon blocked, %1 --1 --
Mov Cap-1 Maneuver 673 -- *245 --------
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Control Delay, s 0.8 0.9 0 0
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)- 673 -- * 245 ---
HCM Lane V/C Ratio - 0.251 -- 0.262 ---
HCM Control Delay (s)0 12.1 -- 24.8 --0
HCM Lane LOS A B --C --A
HCM 95th %tile Q(veh)-1 --1 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Background AM.syn
4: Mulberry Street & NW Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 97 1993 88 129 2754 277 0 0 170 0 0 230
Future Vol, veh/h 97 1993 88 129 2754 277 0 0 170 0 0 230
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- Free -- Free
Storage Length 225 - 200 175 -0 --0 --0
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 94 94 94 94 94 94 93 93 93 66 66 66
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 103 2120 94 137 2930 295 0 0 183 0 0 348
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 3225 0 0 2214 0 0 ------
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 -- 4.14 --------
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 -- 2.22 --------
Pot Cap-1 Maneuver --- *362 --0 0 0 0 0 0
Stage 1 ------0 0 0 0 0 0
Stage 2 ------0 0 0 0 0 0
Platoon blocked, %2 --1 --
Mov Cap-1 Maneuver --- *362 --------
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Control Delay, s 0.9 0 0
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)---- * 362 ---
HCM Lane V/C Ratio ---- 0.379 ---
HCM Control Delay (s)0 --- 20.9 --0
HCM Lane LOS A ---C --A
HCM 95th %tile Q(veh)---- 1.7 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Background PM.syn
4: Mulberry Street & NW Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 226 3200 136 91 2066 282 0 0 215 0 0 192
Future Vol, veh/h 226 3200 136 91 2066 282 0 0 215 0 0 192
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- Free -- Free
Storage Length 225 - 200 175 -0 --0 --0
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 93 93 93 95 95 95 74 74 74 77 77 77
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 243 3441 146 96 2175 297 0 0 291 0 0 249
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 2472 0 0 3587 0 0 ------
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 4.14 -- 4.14 --------
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 2.22 -- 2.22 --------
Pot Cap-1 Maneuver ~ 240 -----0 0 0 0 0 0
Stage 1 ------0 0 0 0 0 0
Stage 2 ------0 0 0 0 0 0
Platoon blocked, %1 --2 --
Mov Cap-1 Maneuver ~ 240 -----------
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Control Delay, s 6.7 0 0
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)- ~ 240 ------
HCM Lane V/C Ratio - 1.013 ------
HCM Control Delay (s)0 105.5 -----0
HCM Lane LOS A F -----A
HCM 95th %tile Q(veh)- 9.7 ------
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Total AM.syn
4: Mulberry Street & NW Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 116 1995 88 129 2754 304 0 0 170 0 0 235
Future Vol, veh/h 116 1995 88 129 2754 304 0 0 170 0 0 235
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- Free -- Free
Storage Length 225 -- 175 ----0 --0
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 94 94 94 94 94 94 93 93 93 66 66 66
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 123 2122 94 137 2930 323 0 0 183 0 0 356
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 3253 0 0 2216 0 0 ------
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 5.34 -- 5.34 --------
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 3.12 -- 3.12 --------
Pot Cap-1 Maneuver *313 -- *563 --0 0 0 0 0 0
Stage 1 ------0 0 0 0 0 0
Stage 2 ------0 0 0 0 0 0
Platoon blocked, %1 --1 --
Mov Cap-1 Maneuver *313 -- *563 --------
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Control Delay, s 1.3 0.5 0 0
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)- * 313 -- * 563 ---
HCM Lane V/C Ratio - 0.394 -- 0.244 ---
HCM Control Delay (s)0 23.8 -- 13.4 --0
HCM Lane LOS A C --B --A
HCM 95th %tile Q(veh)- 1.8 -- 0.9 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Total PM.syn
4: Mulberry Street & NW Frontage Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 231 3208 136 91 2066 289 0 0 215 0 0 210
Future Vol, veh/h 231 3208 136 91 2066 289 0 0 215 0 0 210
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- Free -- Free
Storage Length 225 -- 175 ----0 --0
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 93 93 93 95 95 95 74 74 74 77 77 77
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 248 3449 146 96 2175 304 0 0 291 0 0 273
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 2479 0 0 3595 0 0 ------
Stage 1 ------------
Stage 2 ------------
Critical Hdwy 5.34 -- 5.34 --------
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy 3.12 -- 3.12 --------
Pot Cap-1 Maneuver 461 -- *174 --0 0 0 0 0 0
Stage 1 ------0 0 0 0 0 0
Stage 2 ------0 0 0 0 0 0
Platoon blocked, %1 --1 --
Mov Cap-1 Maneuver 461 -- *174 --------
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Control Delay, s 1.4 1.8 0 0
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)- 461 -- * 174 ---
HCM Lane V/C Ratio - 0.539 -- 0.551 ---
HCM Control Delay (s)0 21.6 -- 48.5 --0
HCM Lane LOS A C --E --A
HCM 95th %tile Q(veh)- 3.1 -- 2.8 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Total AM.syn
5: NW Frontage Road & Access 09/17/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 2 16 80 194 5
Future Vol, veh/h 5 2 16 80 194 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 275 ---
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 5 2 17 87 211 5
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 335 214 216 0 -0
Stage 1 214 -----
Stage 2 121 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 660 826 1354 ---
Stage 1 822 -----
Stage 2 904 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 651 826 1354 ---
Mov Cap-2 Maneuver 651 -----
Stage 1 811 -----
Stage 2 904 -----
Approach EB NB SB
HCM Control Delay, s 10.3 1.3 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1354 - 693 --
HCM Lane V/C Ratio 0.013 - 0.011 --
HCM Control Delay (s)7.7 - 10.3 --
HCM Lane LOS A -B --
HCM 95th %tile Q(veh)0 -0 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2020 Total PM.syn
5: NW Frontage Road & Access 09/17/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 18 8 4 274 105 1
Future Vol, veh/h 18 8 4 274 105 1
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 275 ---
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 20 9 4 298 114 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 421 115 115 0 -0
Stage 1 115 -----
Stage 2 306 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 589 937 1474 ---
Stage 1 910 -----
Stage 2 747 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 587 937 1474 ---
Mov Cap-2 Maneuver 587 -----
Stage 1 907 -----
Stage 2 747 -----
Approach EB NB SB
HCM Control Delay, s 10.7 0.1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1474 - 663 --
HCM Lane V/C Ratio 0.003 - 0.043 --
HCM Control Delay (s)7.5 - 10.7 --
HCM Lane LOS A -B --
HCM 95th %tile Q(veh)0 - 0.1 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Total AM.syn
5: NW Frontage Road & Access 09/17/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 2 16 117 286 5
Future Vol, veh/h 5 2 16 117 286 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 275 ---
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 5 2 17 127 311 5
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 475 314 316 0 -0
Stage 1 314 -----
Stage 2 161 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 548 726 1244 ---
Stage 1 741 -----
Stage 2 868 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 540 726 1244 ---
Mov Cap-2 Maneuver 540 -----
Stage 1 731 -----
Stage 2 868 -----
Approach EB NB SB
HCM Control Delay, s 11.3 1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1244 - 583 --
HCM Lane V/C Ratio 0.014 - 0.013 --
HCM Control Delay (s)7.9 - 11.3 --
HCM Lane LOS A -B --
HCM 95th %tile Q(veh)0 -0 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
HCM 6th TWSC 2040 Total PM.syn
5: NW Frontage Road & Access 09/17/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 18 8 4 404 156 1
Future Vol, veh/h 18 8 4 404 156 1
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 275 ---
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 20 9 4 439 170 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 618 171 171 0 -0
Stage 1 171 -----
Stage 2 447 -----
Critical Hdwy 6.42 6.22 4.12 ---
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 ---
Pot Cap-1 Maneuver 453 873 1406 ---
Stage 1 859 -----
Stage 2 644 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 452 873 1406 ---
Mov Cap-2 Maneuver 452 -----
Stage 1 856 -----
Stage 2 644 -----
Approach EB NB SB
HCM Control Delay, s 12.2 0.1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1406 - 531 --
HCM Lane V/C Ratio 0.003 - 0.053 --
HCM Control Delay (s)7.6 - 12.2 --
HCM Lane LOS A -B --
HCM 95th %tile Q(veh)0 - 0.2 --
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
Kimley-Horn and Associates, Inc.
096501004 – Mulberry Connection
APPENDIX E
Conceptual Site Plan
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE
DocuSign Envelope ID: CFF79820-A07A-4356-9E64-6DC0D4E2C7CE