HomeMy WebLinkAbout10-09-2019 Hearing Examiner AgendaHEARING EXAMINER
October 9, 2019
p.m.
City Council Chambers
25 West Main Street
I.Case No:CUP19-0002 Conditional Use Permit Application for Bridge
Development Warehouse
Applicant(s)
Property Owner: Matt Gladney, VP of Development
Bridge Development Partners
10655 NE 4th St., Suite 210
Bellevue, WA 98004
Agent: Howard Jeng, Project Manager
Nelson Worldwide
1200 5th Ave., Suite 1300
Seattle, WA 98101
Request: Bridge Development Partners has requested a Conditional
Use Permit (CUP) to construct a new approximately
195,000 square foot, single-story speculative warehouse
building on an approximately 11.45 acre property located
within the M-2, Heavy Industrial zoning district.
Project Location: The project site is located at 701 15th St. SW, on the north
side of 15th St. SW approximately 1,200 feet west of the
intersection with ‘C’ St. SW. The site is between the Union
Pacific Railroad and the Auburn School District
Transportation Center; see Vicinity Map, Exhibit 2. King
Co. Parcel No. 242104-9068.
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AGENDA BILL APPROVAL FORM
HEARING EXAMINER
Agenda Subject/Title:
CUP19-0002 Conditional Use Permit
Application for Bridge Development
Warehouse
Date:
September 30, 2019
Department:
Community Development
DESCRIPTION:
Request for a Conditional Use Permit to construct a warehouse within the M-2, Heavy Industrial
zoning district.
ADMINISTRATIVE RECOMMENDATION:
Hearing Examiner to conduct a public hearing and approve the requested Conditional Use
Permit, with conditions.
BACKGROUND SUMMARY:
Bridge Development Partners has requested a Conditional Use Permit (CUP) to construct a new
approximately 195,000 square foot, single-story speculative warehouse building on an
approximately 11.45 acre property located within the M-2, Heavy Industrial zoning district.
LOCATION:
The project site is located at 701 15th St. SW, on the north side of 15th St. SW approximately
1,200 feet west of the intersection with ‘C’ St. SW. The site is between the Union Pacific
Railroad and the Auburn School District Transportation Center, see Vicinity Map, Exhibit 2. King
Co. Parcel No. 242104-9068.
STAFF: Thaniel Gouk, Senior Planner
APPLICANT: Matt Gladney, VP of Development
Bridge Development Partners
10655 NE 4th St., Suite 210
Bellevue, WA 98004
AGENT: Howard Jeng, Project Manager
Nelson Worldwide
1200 5th Ave., Suite 1300
Seattle, WA 98101
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PROPERTY
OWNER: Bridge Development Partners (Contract Purchaser of the Property)
SEPA STATUS:
A SEPA Determination of Non-Significance (DNS) was issued on September 24, 2019 with a
comment period ending October 8, 2019. As of the date of this Staff Report no comments have
been submitted. If any comments are received prior to the public hearing they will be submitted
as an additional exhibit.
FINDINGS OF FACT:
1. Matt Gladney, representing Bridge Development Partners, (Applicant (and contract
purchaser of the property) submitted application for a Conditional Use Permit (CUP) on
June 3, 2019 for construction of a speculative warehouse in the M-2, Heavy Industrial
zoning district. A future tenant is not identified.
2. The proposed site is located at 701 15th St. SW. The site is flat, approximately 11.45
acres in size, and roughly rectangular in shape.
3. The Union Pacific railroad line borders the west side of the property. There is a railroad
spur from this line that crosses through the SW corner of the site that serves the Boeing
airplane manufacturing plant and other industrial uses to the south.
4. The site is bordered to the south by 15th St. SW, which is designated as a “Principal
Arterial” roadway and part of the “Local Truck Route” per the City’s Comprehensive
Transportation Plan.
5. The area surrounding the site is summarized in the following table:
Comprehensive Plan
Designation Zoning Classification Current Land
Use
Project
Site Heavy Industrial M-2, Heavy Industrial Vacant
Warehouse
North Heavy Industrial M-2, Heavy Industrial Vacant
South Heavy Commercial C-3, Heavy Commercial Educational
Facilities
East Heavy Commercial &
Light Industrial
C-3, Heavy Commercial &
M-2, Heavy Industrial
Auburn School
District
Transportation
Center (bus barn)
& COA M&O
Facility
West Light Industrial M-1 Light Industrial Zone Railroad &
Interurban Trail
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6. The site was most recently used as a cold-storage warehouse that ceased operation in
2016/2017 according to the City’s business license records. A City permit was issued in
September of 2018 to demolish a 6,000 square foot mechanical building on the site.
There is one remaining warehouse building on the site which would be demolished for
this future development. According to King County Assessor’s website records the
existing buildings were developed in the late 1960’s.
7. Per ACC Table 18.23.030, “warehousing and distribution” uses within the M-2 zone
require issuance of a CUP. There is not a specific definition within the City’s code for
“warehousing and distribution”. As currently proposed there are 35 dock doors and the
building size is approximately 198,000 sq. ft. and therefore does not meet the definition
of “motor freight terminal” (ACC 18.04.635) which is also not a permitted use in the M-2
zone.
8. ACC 18.57.020(C)(1) includes additional development standards for warehousing and
distribution uses as follows:
“a. Motor freight transportation is permitted but only as an incidental use to the principal
use of the property.
b. Loading and unloading docks shall not be visible from the street. If this requirement
cannot be met, an additional 10-foot width of landscaping along the abutting street,
meeting the provisions of ACC 18.50.040(C) (Landscape Design and Planting
Requirements), is required.
c. All odors, noise, vibrations, heat, glare, or other emissions shall be controlled within
the confines of a building unless specifically permitted elsewhere by this title.
d. No on-site hazardous substance processing and handling, or hazardous waste
treatment and storage facilities, shall be permitted, unless clearly incidental and
secondary to a permitted use. On-site hazardous waste treatment and storage facilities
shall be subject to the state siting criteria (Chapter 70.105 RCW).”
9. Per ACC 18.02.030(A), the intent of Title 18 ACC ‘Zoning’, is to:
“…implement the City’s Comprehensive Plan. This title will be used to further the growth
and development of the City consistent with the adopted Comprehensive Plan and its
implementing elements. This title will also further the purpose of promoting the health,
safety, morals, convenience, comfort, prosperity, and general welfare of the City’s
population and to prevent and abate public nuisances.”
10. In accordance with ACC 18.64.010 the intent of the Conditional Use (land use) Permit
application, is:
“A. It is the intent of this chapter to provide a process to allow for uses that are not
permitted outright within a zone. Such uses typically require a special degree of control
to make sure that they are consistent with the intent of the zone and compatible with
other existing and permitted uses within the zone. Only those uses listed as requiring
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either an administrative or conditional use permit within a particular zone qualify for this
process. The planning director or designee may determine that other similar uses which
are not listed may also qualify for this process. This process shall not replace the
variance procedure in Chapter 18.70 ACC or be used to permit uses that are prohibited
within the zone.”
“C. Uses subject to conditional use approval are those uses that typically have a greater
intensity and/or potential for impacts to surrounding properties, and/or special
characteristics that may not generally be appropriate as a use permitted outright within a
zone, but may be permitted subject to review by the hearing examiner to establish
conditions to protect public health, safety and welfare, and to assure compatibility with
other uses in the zone.”
11. Per ACC 18.23.020(I) the intent of the M-2 zone is to:
“…accommodate a broad range of manufacturing and industrial uses. Permitted activity
may vary from medium to higher intensity uses that involve the manufacture, fabrication,
assembly, or processing of raw and/or finished materials. Heavy industrial uses should
not be located near residential development. While other uses may be sited within this
zone, permits for such uses should not be issued if such uses will discourage use of
adjacent sites for heavy industry, interrupt the continuity of industrial sites, or produce
traffic in conflict with the industrial uses”
12. The City’s Comprehensive Plan describes the “Heavy Industrial” land use designation
as:
“This designation allows the full range of industrial uses, as well as certain heavy
commercial uses that serve the needs of workers in light industries are also appropriate.”
13. A Notice of Application (NOA) and Notice of Public Hearing (NOH) was issued on
August 23, 2019. No written comments were received on the NOA and NOH.
14. A SEPA Determination of Non-Significance (DNS) and revised NOH was issued on
September 24, 2019. No written comments were received as of the date of this Staff
Report.
15. Per ACC 18.64.020(B) the City of Auburn Hearing Examiner is authorized to conduct a
public hearing and render a final decision for the requested CUP. The Hearing
Examiner’s decision is appealable to King Co. Superior Court.
16. Per ACC 18.64.030(C) a site plan that includes the details set forth in ACC 18.64.035(A)
is required and shall be made a part of the final decision per ACC 18.64.035(B). This site
plan is included as Exhibit 3.
17. The Applicant has provided a narrative of the project and how it conforms with the CUP
approval criteria, see Exhibit 4.
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CONCLUSIONS:
ACC 18.64.040 contains the criteria for approval of a Conditional Use Permit. Following is a
staff analysis of this Variance application’s compliance with each criterion. The criteria are listed
below in italics, followed by a staff analysis.
A. The use will not have a substantively greater adverse effect on the health, safety or
comfort of persons living or working in the area and will not be substantively more
injurious, economically or otherwise, to property or improvements in the surrounding
area than would any use generally permitted in the district. Among matters to be
considered are traffic flow and control, access to and circulation within the property, off-
street parking and loading, refuse and service area, utilities, screening and buffering,
signs, yards and other open spaces, height, bulk, and location of structures, location of
proposed open space uses, hours and manner of operation, and noise, lights, dust,
odor, fumes and vibration;
Staff Analysis: 15th St. SW is designated a principal arterial and also a local truck route
within the City’s Comprehensive Transportation Plan. Two access are necessary onto
15th St. SW, to meet International Fire Code (IFC) requirements for access. Both
driveways will be restricted to right-in-right-out due to the relative location of the site to
the traffic signal for the railroad crossing and at Perimeter Rd SW (to the west). One of
the accesses will be for the general vehicle and truck traffic to and from the site, the
other access will be gated with a Knoxbox for fire access only. On-site traffic circulation
and parking will be designed adequately for the proposed use.
Trip generation and Levels of Service (LOS) is included in the TIA (Exhibit 8) and
indicates that off-site intersections included in the study (as coordinated with the City’s
Senior Traffic Engineer) will continue to operate at an LOS C or better. No additional
traffic mitigation measures are necessitated.
Refuse and service areas will be located internal to the site and adequately screened
with fencing and vegetation, consistent with ACC 18.50.040(5)(a). Utility facility locations
(e.g. PSE) are not known at this time, however, will be coordinated with the site
landscaping to ensure they are adequately screened, as conditioned below. A minimum
10-ft. landscape strip will be required adjacent to 15th St. SW and perimeter landscaping
around the building will help ensure the building maintains visual interest and helps to
soften the façades. A minimum of 10% of the site must be in landscaping, consistent
with Chapter 18.50 ACC.
The location of this facility does not currently lend itself to limiting the hours and manners
of operation as it is not located near any noise-sensitive uses, such as residential.
Although the exact numbers are not known at this time, there could be potential impacts
to roadways with the increase of truck traffic (above what there was during occupation of
the previous buildings on the site) during events at the Outlet Collection such as during
the holidays, sports tournaments (at Fieldhouse (indoor sports field complex), currently
under construction in the former Sam’s Club tenant space), and other events (such as
carnivals). All industrial facilities are subject to ACC 18.31.180 ‘Performance Standards’;
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as such, the proposed use would meet the limits for noise, odors, etc. listed in this Code
section.
The Applicant provided the following response for this criterion:
“The use will not have substantively greater adverse effect on the health, safety
or comfort of persons living or working in the area. The use for this site will
maintain the same use. This site will be screen by landscape along the street
front and the south west corner of the property, which will provide a better
experience for the pedestrians.”
B. The proposal is in accordance with the goals, policies and objectives of the
comprehensive plan;
Staff Analysis: The site has a Comprehensive Plan (Comp Plan) Land Use Designation
of “Heavy Industrial” which includes the following policies (from Volume 1, Land Use
Element):
“LU-85 – While this zone should be reserved primarily for the heavier forms of
industrial activities, a wide range of industrial activities may be permitted. These
heavier forms of industrial activities may include outdoor or semi-enclosed
manufacturing, processing, or assembling activities, significant outdoor storage,
and uses involving substantial storage or processing of hazardous materials.
Heavy commercial uses that serve the needs of workers in heavy industries are
also appropriate.”
This policy expresses a desire on the part of the City to reserve appropriate areas for
heavier industrial uses that are more difficult to site due to compatibility. However, the
policy also says a wide range of uses may be permitted. Based on this policy,
“warehousing” could be considered within the realm of “…a wide range of industrial
activities…” and thus is not contrary to this policy. The exact user at this time is
unknown, however, a warehousing/distribution use is anticipated.
“LU-86 – Parking lots must be located and designed in a manner that softens
their appearance from adjacent public roads. This is accomplished through
landscaping, pedestrian spaces, and the location of buildings on the property.
Where practicable, low-impact development techniques and landscaping should
be used to promote on site stormwater infiltration and shading of hard surfaces.
Minimum and maximum parking ratios must be established for each type of
permitted use.”
Parking areas are shown to be on all four sides of the building with the semi-truck
parking located along the eastern property line (see Exhibit 3). 10 ft. of landscaping is
required (ACC Table 18.50.040(A)) and proposed along the 15th St. SW frontage
between the on-site parking stalls and the sidewalk. Tall, columnar vegetation will also
be provided against the building façades that are viewable from the ROW to help soften
the appearance of the expanses of the exterior walls of the building. Per ACC
18.57.020(C)(1)(b) any dock doors shall either not be visible from the street, or an
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additional 10 ft. of landscaping abutting the street is required. A perspective view
drawing will be required along with future submittals to ensure this requirement is met,
as conditioned below.
“LU-87 – Landscaping, sidewalks, and bike paths will be integral parts of site
design if a development is located on an impression corridor or located within or
adjacent to an identified non-motorized corridor.”
The site is located on an Impression Corridor as shown on Map 1.5 in the Comp Plan.
Per Chapter 12.64A ACC, one of the required road frontage improvements includes
construction of a new 10-ft. sidewalk; there is no bike lane that is shown as being
required along 15th St. SW. Internal sidewalks are included around the perimeter of the
building so that both of the office tenant spaces (in the NE and SE corners of the
building) are connected to the public sidewalk. No pedestrian spaces are proposed or
required, however, could be provided by the Applicant for employees that work at the
site. 15th St. SW does not appear to be heavily traveled by pedestrians, so on-site
amenities for off-site users would not likely be beneficial; also, it is not shown as a
bicycle corridor in the City’s Comprehensive Transportation Plan.
“LU-88 – Where a heavy industrial use is located adjacent to a property with a
less intense zoning designation, the heavy industrial use bears the burden of
incorporating techniques that mitigate the visual, noise, dust, and odor impacts.”
The property to the east (ASD Transportation Center (bus barn)) is zoned as C-3, Heavy
Commercial, a less intense zoning district, however, there are not any identified impacts
to this site from the proposed warehouse.
Volume 5, the Transportation Element, of the Comp Plan lists 15th St. SW as part of
the truck route. 15th St. SW is a direct connection to SR 167 and connects to SR 18 via
W. Valley Hwy. S, both state highways are accessed to the west of the site. 15th St. SW
is also designated as a “Principal Arterial” per Volume 5. Volume 5 also contains the
Policies for freight movement within the City. In general, the policies listed are to ensure
the Objective of facilitating freight movement to the City while limiting adverse impacts to
traffic. The following Policies are applicable to the requested CUP:
“Freight-01 – The movement of freight and goods is recognized as an important
component of Auburn’s transportation system.”
“Freight-02 – The movement of freight and goods which serve largely national,
state, or regional needs should take place in such a way so that the impacts on
the local transportation system are minimized. These movements should take
place primarily on state highways, Interstates, or on grade-separated rail
corridors in order to minimize the local impacts.”
Having the potential warehouse located on a Principal Arterial designated road which is
also part of the City’s truck route assists in limiting impacts to lesser classifications of
public streets. 15th St. SW provides direct access to SR 167 and indirect access to SR
18 (via W. Valley Hwy. S) as well. An exact user is not known at this time, hence, the
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destination of freight is also not known but can be anticipated to likely use the state
highways. Truck traffic within the City is subject to ACC 9.90.020 ‘Truck route
designation and restrictions’ which is appropriate for trips with origins and destinations
outside the city and subject to vehicle weight restrictions.
15th St. SW currently contains a mixture of vehicle types and trip purposes. The arterial
street is characterized by a mixture of employee traffic to the Boeing aircraft
manufacturing plant and industrial uses developed on its grounds. The street also
contains platoons of schools buses arriving and departing to coincide with school hours.
Added to this traffic stream is retail consumers visiting the nearby retail shopping center
and future indoor sports fields. This consumer traffic can include a proportion of out-of-
town travelers.
Volume 6, the Economic Development Element, includes information relating to the
State’s adoption in 2008 of the “streamlined sales tax” (SST) which provides sales tax
revenue to jurisdictions that have an abundance of warehousing and distribution uses to
offset the change to a destination-based sales tax system. The SST was initially not
included to be extended in the State’s budget after this year, however, has been
extended until 2021. The future fate of this funding source is unknown but has been
subject to repeated threat of expiration. Volume 6 contains the following policies relating
to warehousing:
“ED-15 – Warehouse and distribution land uses are not preferred long-term
economic development and land use priorities for industrially zoned areas of the
City, due to: the loss of sales tax revenue associated with the State’s
implementation of streamlined sales tax legislation in 2008; no substantive
contribution to an increase in per capita income for Auburn residents; no
reduction in the tax burden of Auburn residents; low employment densities, lower
property values; and land use inefficiencies.”
“ED-16 – Increasing the utilization of land for manufacturing and industrial land
uses should be the City’s preferred economic development and land use priority
for industrially zoned areas of the City that are currently dominated by warehouse
and distribution land uses. The City should promote and create incentives for
new manufacturing and light industrial uses, and for the gradual conversion of
existing warehouse and distribution land uses to manufacturing and sales tax
generating land uses.”
These policies indicate that for economic purposes, warehousing and distribution are
more of an economic burden on the City than a preferred land use.
Limited information was provided by the Applicant in regards to potential economic
impacts on the City. The information that was provided was vague and does not appear
to address the concerns raised by these Economic Development policies. The Applicant
provided the following response for this criterion:
“The proposed project is in accordance with the goals, policies and objectives of
the comprehensive plan. The new building will sit away from the street and will
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be screen by parking along the main road with landscape as buffer. Although
some trailer storage will be located onsite, it will be located further away from the
main road and will have landscape screening from the right of way. This new
building will attract new and economic forward-thinking tenants that will diversify
the economy, which in terms will have job growth. The new building will revitalize
the depreciated industrial site by creating a modern industrial building that
consist of concrete tilt-up walls with reveals to create interesting lines and
storefront office nodes that will face the street to create an inviting look.”
Staff finds that the project is both consistent with, and not consistent with, this criterion.
C. The proposal complies with all requirements of this title;
Staff Analysis: The project, as proposed, will meet development standards relating to
setbacks, height, landscaping, parking, and outdoor lighting consistent with the
requirements for a warehouse within the M-2 zone.
The Applicant provided the following response for this criterion:
“The proposed project complies with all requirements of this title for the
conditional use permit.”
If this request for a CUP is granted, the project will require subsequent applications to
the City; through review and approval of these applications, the City can ensure
consistency with requirements of Title 18 ACC ‘Zoning’.
If this request for a CUP is granted, the project will be consistent with Title 18 ACC
‘Zoning’ and thus this criterion.
D. The proposal can be constructed and maintained so as to be harmonious and
appropriate in design, character, and appearance with the existing or intended character
of the general vicinity;
Staff Analysis: The proposed site / landscaping plans and building elevations are
included as Exhibit 3. As proposed, the project appears to not be physically out of
character with other uses and properties in the general vicinity. As noted in the table
above under ‘Findings of Fact’ No. 4, the surrounding adjacent uses vary from an
educational facilities to the School district bus barn and City’s Maintenance & Operations
facility. Other uses in the vicinity have an even wider range from baseball fields and the
Outlet Collection shopping center to warehouses and wholesalers. The proposed
warehouse would be replacing an older, smaller, warehouse use and thereby would be
incrementally increasing both vehicle and truck traffic in the general vicinity.
The intent of the M-2 zone is included as ‘Findings of Fact’ No. 9, above. In general the
proposed warehouse use appears to meet the intent of the M-2 zone as it would be
included within the term “industrial uses” and would not interrupt other nearby industrial
uses or the traffic associated with industrial uses as the site is located on a City-
identified truck route.
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The Applicant provided the following response for this criterion:
“The proposed project can maintain to be harmonious and appropriate in design,
character, and appearance with the general vicinity. The design is parallel to similar
newer industrial building around the vicinity and will harmonize the industrial area.”
Staff finds the request meets this criterion.
E. The proposal will be supported by adequate public facilities and services and will not
adversely affect the public infrastructure;
Staff Analysis: Adequate public facilities are available or will be made available for the
project including water, sewer, storm, and other utilities. Also, and as discussed above,
the site is located on a truck route and therefore should not adversely affect public roads
or traffic circulation.
The Applicant provided the following response for this criterion:
“The proposed project will be supported by adequate public facilities and services and
will not adversely affect the public infrastructure. The public sidewalk will have a better
experience due to the landscape screen that will be provided between the sidewalk and
parking.”
Staff finds the request meets this criterion.
F. The proposal will not cause or create a public nuisance;
Staff Analysis: No impacts relating to air and water pollution, noise, vibration, glare or
odor are anticipated and the future use(s) will be required to comply with all applicable
City codes, including ACC 18.31.180 ‘Performance Standards’ and Chapter 8.12 ACC
‘Public Nuisances’.
The Applicant provided the following response for this criterion:
“The proposed project has harmonious design and appearance and will not cause or
create a public nuisance.”
Staff finds the request meets this criterion.
G. The proposal’s impacts can be appropriately mitigated through the application of
conditions of approval, as applicable.
Staff Analysis: Other than minor landscaping conditions to ensure the site is properly
vegetated and screened, no other conditions are proposed. Conditions to satisfy the
economic impacts to the City are not likely defensibly quantifiable. The Applicant has not
provided any proposal to offset the economic impacts.
The Applicant provided the following response for this criterion:
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“If the review of proposed project is found impactful in any way, it is understood that it
can be appropriately mitigated through the application’s condition of approval.”
CONDITIONS OF APPROVAL:
1. All above ground utility facilities shall be visually screened with vegetation that provides
year-round screening from the public way, including the Interurban Trail. The
landscaping plans shall provide an approach that can be implemented where above
ground utility features cannot be predicted in advance.
2. A perspective-view drawing shall be submitted showing the view from the right-of-way to
the location of the dock doors on the building. This drawing will be used to ensure the
project meets ACC 18.57.020(C)(1)(b).
ATTACHMENTS:
Exhibit 1. Staff Report
Exhibit 2. Vicinity Map
Exhibit 3. Site, Landscaping, and Elevation Plans, prepared by Nelson, 5/30/2019
Exhibit 4. Project Description, prepared by Nelson, 5/29/2019, City Notice of Incomplete
Application, 7/10/2019, Written Statement for CUP Criteria, 7/24/2019, City Comment
Response, Written Statement for CUP Criteria revised 8/16/2019
Exhibit 5. Land Use Application Forms
Exhibit 6. Notice of Application (NOA) and Notice of Public Hearing (NOH)
Exhibit 7. SEPA DNS and Revised NOH
Exhibit 8. Traffic Impact Analysis, prepared by TENW, 9/30/2019
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2,666.7
NAD_1983_StatePlane_Washington_North_FIPS_4601_Feet
Feet2,666.71,333.30
Exhibit 2 - Vicinity Map 9/4/2019Printed Date:
Map Created by City of Auburn eGIS
Imagery Date: May 2015
Information shown is for general reference
purposes only and does not necessarily
represent exact geographic or cartographic
data as mapped. The City of Auburn makes
no warranty as to its accuracy.
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1200 Fifth AvenueSuite 1300Seattle, WA 98101206.408.8500 phonewww.NELSONww.comNelco Architecture, Inc.TREESBOTANICAL NAME / COMMON NAMECONT.SIZEQTYACER X FREEMANII 'ARMSTRONG' / ARMSTRONG FREEMAN MAPLEB & B 1.5" DBH59FRAXINUS PENNSYLVANICA `PATMORE` / `PATMORE` ASHB & B 1.5" DBH24LIQUIDAMBAR STYRACIFLUA `SLENDER SILHOUETTE` / COLUMNAR SWEET GUM B & B 1.5" DBH95PINUS CONTORTA / SHORE PINEB & B 4-6 FT MIN HT 16SEQUOIADENDRON GIGANTEUM / GIANT SEQUOIAB & B 4-6 FT MIN HT 18THUJA PLICATA / WESTERN RED CEDARB & B 4-6 FT MIN HT 15THUJA PLICATA `GREEN GIANT` / WESTERN RED CEDARB & B 4-6 FT MIN HT 53PRELIMINARY PLANT SCHEDULEPARKING LOT PLANTINGABELIA X GRANDIFLORA `KALEIDOSCOPE` / GLOSSY ABELIACISTUS X `VICTOR REITER` / ROCKROSECORNUS SERICEA `KELSEYI` / KELSEYI DOGWOODEUONYMUS FORTUNEI `GOLD SPLASH` / GOLD SPLASH EUONYMUSMAHONIA NERVOSA / OREGON GRAPEPENNISETUM ALOPECUROIDES `RUBRUM` / PURPLE FOUNTAIN GRASSPINUS MUGO `PUMILIO` / MUGO PINERUBUS PENTALOBUS / CREEPING RASPBERRYSTIPA ARUNDINACEA / NEW ZEALAND WIND GRASSSITE PERIMETER PLANTINGGAULTHERIA SHALLON / SALALHOLODISCUS DISCOLOR / OCEAN-SPRAYMAHONIA AQUIFOLIUM / OREGON GRAPERHAMNUS PURSHIANA / CASCARAROSA NUTKANA / NOOTKA ROSEVACCINIUM OVATUM / EVERGREEN HUCKLEBERRYBUILDING PERIMETER PLANTINGABELIA X GRANDIFLORA / GLOSSY ABELIAARCTOSTAPHYLOS UVA-URSI / KINNIKINNICKCALLUNA VULGARIS / HEATHERCISTUS X PURPUREUS / ORCHID ROCKROSEELAEAGNUS PUNGENS `MACULATA` / ELEAGNUSJUNIPERUS CHINENSIS `TORULOSA` / HOLLYWOOD JUNIPERMAHONIA NERVOSA / OREGON GRAPEROSA RUGOSA / RUGOSA ROSERUBUS PENTALOBUS / CREEPING RASPBERRYSTIPA ARUNDINACEA / NEW ZEALAND WIND GRASSSTIPA GIGANTEA / GIANT FEATHER GRASSSTORM WATER POND PLANTING-STORM WATER POND PERIMETER PLANTINGCORYLUS CORNUTA / WESTERN HAZELNUTHOLODISCUS DISCOLOR / OCEAN-SPRAYMAHONIA AQUIFOLIUM / OREGON GRAPEROSA WOODSII / MOUNTAIN ROSESYMPHORICARPOS ALBUS / COMMON WHITE SNOWBERRYVACCINIUM OVATUM / EVERGREEN HUCKLEBERRYSODCOMMERCIAL GRADE, TOLERANT OF DROUGHT AND PNW CLIMATE.-18 of 120
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1200 Fifth AvenueSuite 1300Seattle, WA 98101206.408.8500 phonewww.NELSONww.comNelco Architecture, Inc.19 of 120
Interior Design
Architecture
Branding
Workplace Services
Consulting Services
NELSON
1200 Fifth Avenue # 1300
Seattle, WA 98101
206.408.8500
NELSONonline.com
May 29, 2019
The site is approximately 496,706 sf, with street frontage on 15th Street SW. The site is currently developed
as cold storage warehouses, with related outbuildings.
Bridge Development Partners plans to demolish the existing buildings, and redevelop the site by constructing
one building (approx. size 197,724 sf), with associated loading/truck yard, parking, landscaping, and storm
water detention similar to the attached site plan.
Project Description:
The existing site has one gated ingress/egress from 15th Street SW, occupied by two cold storage warehouses
with related outbuildings. The south warehouse presents a blank concrete wall to the street. The site is
bounded by railroad tracks and the Interurban Trail on the west, by a bus fleet facility on the east, and by a
vacant industrial site to the north. Existing train tracks cross the southwest corner of the site, leaving an
unusable triangle of land. The site will be cleared and landscaped, and the inactive railroad tracks extending
into the site will be removed.
The proposed project includes two ingress/egress points from 15th Street SW, linked by a 26’ wide fire
access/truck roadway around the site perimeter. A 10’ landscape buffer is provided along the street, with
additional screening provided by landscaped parking. A single row of landscaped parking extends around the
north and west sides of the building. The unusable triangle west of the train tracks will be partially landscaped,
to achieve landscape area per code.
The proposed building is approximately 197,724 sf, with a rectangular footprint oriented north-south. The
building will be one story, Type III-B construction, fully sprinklered. While the tenant(s) are not identified at this
time, industry norms are generally 93% warehouse and 7% associated office space. The building height will be
based upon tenant needs, approximately 38’ to 40’, at most 45’ per the M-2 zoning height allowed. Interior
racking and mezzanines will be provided to meet tenant requirements.
The east side of the building has a truck yard with approximately 46 truck loading bays facing east; away from
15th Street SW. If the building is utilized for Manufacturing the truck yard will be reconfigured to provide
additional landscaped parking.
Storm water detention and management is provided at the northeast corner of the site. We are showing
approximately 7.7% of the site area to be confirmed. Any additional detention requirements would be handled
in an underground vault.
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Via Email
July 10, 2019
Howard Jeng
Nelson
1200 5th Ave., Suite 1300
Seattle, WA 98101
hjeng@nelsonww.com
Re: Application No. CUP19-0002
Conditional Use Permit for Bridge Development Warehouse
Notice of Incomplete Application and Request for Additional Information
Dear Mr. Jeng:
Thank you for the June 3, 2019 submittal of the above referenced applications (actual vested
date is June 19, 2019, when payment was received). The purpose of this letter is to advise you
that the submittal has been reviewed by the various City departments and that the application is
“incomplete” in accordance with Chapter 14.06 ACC.
In order for your application to be further reviewed by the City, the following information must be
provided:
1. Per the Conditional Use Permit application checklist, a written statement addressing the
Conditional Use Permit ‘Findings of Fact’ listed in ACC 18.64.040 needs to be provided.
Please ensure to completely address each item as this will be the information used to
evaluate the proposal in preparation for Staff’s report to the Hearing Examiner. Criterion B
speaks to the Comprehensive plan, for your convenience it can be found on the City’s
website at www.auburnwa.gov/compplan.
The following comment is provided as an FYI from the City’s Survey Dept.:
2. According to the provided title report and ALTA Survey, The US Govt. released its easement
for some of the railroad trackage under recording nos. 8510031184 and 20020828001044;
however, it appears that some of the existing trackage and spur line over the SW 'ly portion
of the site is still active, implying an easement right retained by others. It is recommended
that the applicant work with their title company, Surveyor and appropriate legal counsel to
verify that all railroad easements are in fact relinquished.
Conclusion
As soon as we receive the requested information, we will continue with review of the
applications. To resubmit the requested materials, please upload the submittal packet to the
project’s Dropbox folder here. After uploading, please send an email to
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Bridge Development Warehouse
July 11, 2019
Page 2
applications@auburnwa.gov to notify us that the documents are available for our review and
allow until the end of the following business day for a response.
All documents shall be submitted in unsecured and flattened PDF format. Each document shall
be separate PDF documents and clearly named by document title (common acronyms are OK,
e.g. SSP – Stormwater Site Plan/Report, Geotech – Geotechnical Report, TIA – Traffic Impact
Analysis/Study/Memo, CAR – Critical Areas Report). Example: Smith Building – Prelim SSP.pdf.
Should you have any questions regarding this letter, please contact me at 253-804-5031 or
tgouk@auburnwa.gov.
Sincerely,
Thaniel Gouk
Senior Planner
Department of Community Development
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Interior Design
Architecture
Branding
Workplace Services
Consulting Services
NELSON
1200 Fifth Avenue # 1300
Seattle, WA 98101
206.408.8500
NELSONonline.com
July 24, 2019
Application No. CUP19-0002
Conditional Use Permit Finding of Fact:
A. The use will not have substantively greater adverse effect on the health, safety or comfort of persons
living or working in the area. The use for this site will maintain the same use. This site will be screen
by landscape along the street front and the south west corner of the property, which will provide a
better experience for the pedestrians.
B. The proposed project is in accordance with the goals, policies and objectives of the comprehensive
plan.
C. The proposed project complies with all requirements of this title.
D. The proposed project can maintain to be harmonious and appropriate in design, character, and
appearance with the general vicinity.
E. The proposed project will be supported by adequate public facilities and services and will not
adversely affect the public infrastructure.
F. The proposed project will not cause or create a public nuisance.
G. If the review of proposed project is found impactful in any way, it is understood that it can be
appropriately mitigated through the application’s condition of approval.
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1
Thaniel Gouk
From:Thaniel Gouk
Sent:Tuesday, August 13, 2019 4:10 PM
To:'Howard Jeng'
Subject:CUP19-0002 - Bridge Development Warehouse - 2nd Review
Howard – I’ve reviewed what was resubmitted and my initial thoughts are to recommend you retry with your responses
to the Conditional Use Permit criteria. This isn’t required, I can proceed with sending out the public notice and scheduling
the hearing, however, based on what was submitted there is not really any support for your application. For instance, I
included in the comment letter a link to the City’s Comprehensive Plan to assist with the second criteria but the only
response that was provide back was “The proposed project is in accordance with the goals, policies and objectives of the
comprehensive
Plan.” Based on that response I’m not sure that any research was put into it. I would highly recommend going through at
least the “Land Use Element” and the “Economic Development Element” and doing a search for the term “warehouse” to
better formulate your response.
Please let me know how you would like to proceed so that I can update my status in our system. For now, please consider
this the 2nd round of review comments.
Thanks,
Thaniel Gouk – Senior Planner
Department of Community Development
City of Auburn | www.auburnwa.gov
253.804.5031 | tgouk@auburnwa.gov
Mailing Address: 25 W Main Street, Auburn, WA 98001
Permit Center Address: 1 E Main Street, Auburn, WA 98002
Customer Service Survey
Application Forms
Zoning Maps
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Interior Design
Architecture
Branding
Workplace Services
Consulting Services
NELSON
1200 Fifth Avenue # 1300
Seattle, WA 98101
206.408.8500
NELSONonline.com
July 24, 2019
Application No. CUP19-0002
Conditional Use Permit Finding of Fact:
A. The use will not have substantively greater adverse effect on the health, safety or comfort of persons
living or working in the area. The use for this site will maintain the same use. This site will be screen
by landscape along the street front and the south west corner of the property, which will provide a
better experience for the pedestrians.
B. The proposed project is in accordance with the goals, policies and objectives of the comprehensive
plan. The new building will sit away from the street and will be screen by parking along the main road
with landscape as buffer. Although some trailer storage will be located onsite, it will be located further
away from the main road and will have landscape screening from the right of way. This new building
will attract new and economic forward-thinking tenants that will diversify the economy, which in terms
will have job growth. The new building will revitalize the depreciated industrial site by creating a
modern industrial building that consist of concrete tilt-up walls with reveals to create interesting lines
and storefront office nodes that will face the street to create an inviting look.
C. The proposed project complies with all requirements of this title for the conditional use permit.
D. The proposed project can maintain to be harmonious and appropriate in design, character, and
appearance with the general vicinity. The design is parallel to similar newer industrial building around
the vicinity and will harmonize the industrial area.
E. The proposed project will be supported by adequate public facilities and services and will not
adversely affect the public infrastructure. The public sidewalk will have a better experience due to the
landscape screen that will be provided between the sidewalk and parking.
F. The proposed project has harmonious design and appearance and will not cause or create a public
nuisance.
G. If the review of proposed project is found impactful in any way, it is understood that it can be
appropriately mitigated through the application’s condition of approval.
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2
CONDITIONAL USE PERMIT APPLICATION
APPLICANT: Use mailing address for meeting notification. Check box if Primary Contact
COMPANY:
ADDRESS:
(CITY, STATE, ZIP)
PHONE: _____________ FAX: __ __ E-MAIL: __ ______________________
SIGNATURE: PRINTED NAME:
(Signature Required)
APPLICANT’S REPRESENTATIVE: Check box if Primary Contact
COMPANY:
ADDRESS:
(CITY, STATE, ZIP)
PHONE: _____________ FAX: __ __ E-MAIL: __ ______________________
SIGNATURE: PRINTED NAME:
(Signature Required)
PROPERTY OWNER(S): Attach separate sheet if needed. Check box if Primary Contact
COMPANY:
ADDRESS:
(CITY, STATE, ZIP)
PHONE: _____________ FAX: __ __ E-MAIL: __ ______________________
SIGNATURE: PRINTED NAME:
(Signature Required)
Note: Applicant or representative must have property owner’s consent to file this application form in order for it
to be accepted
PROPERTY INFORMATION (REQUIRED)
SITE ADDRESS:
ASSESSOR’S PARCEL ID# LOT SIZE ZONING DISTRICT
AREA TO BE DEVELOPED (s.f.):
EXISTING USE OF SITE:
PROPOSED USE OF SITE:
CITY OF AUBURN
Planning & Development Department
Auburn City Hall Annex, 2nd Floor
1 East Main Street
Auburn, WA 98001
Tel: 253.931.3090
Fax: 253.804.3114
permitcenter@auburnwa.gov
www.auburnwa.gov
O F F I C E U S E O N L Y
FILE #:
FILE NAME:
TYPE: RECEIVED BY:
FEE PAID: CHECK/CASH:
SUBMITTAL DATE:
LAND USE DESIG:
Bridge Development Partners
Bellevue, WA. 98004
10655 NE 4th Street, STE 210
(425) 749-4324 mgladney@bridgedev.com
Nelson
1200 5th Avenue, suite 1300
Seattle, WA. 98101
(206)408-8654 hjeng@nelsonww.com
Howard Jeng
Bridge Development Partners (contracted owners)
Bellevue, WA. 98004
10655 NE 4th Street, STE 210
(425) 749-4324 mgladney@bridgedev.com
Matt Gladney
Matt Gladney
701 15th Street SW warehouse & cold storage
2421049068 496,706 sf warehouse
496,706 sf
M-2
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3
CITY OF AUBURN CONDITIONAL USE PERMIT
Planning & Development Department APPLICATION
Auburn City Hall Annex, 2nd Floor
1 East Main Street
Auburn, WA 98001
Tel: 253.931.3090
Fax: 253.804.3114
permitcenter@auburnwa.gov
www.auburnwa.gov
CONDITIONAL USE PERMIT APPLICATION – LETTER OF
AUTHORIZATION
(A copy of this letter must be submitted for each property owner involved)
I, declare under penalty of perjury under the laws of the State of Washington
as follows;
1. I am the owner of the property that is the subject of the application.
2. I [ ] have not appointed anyone, or [ ] have appointed , to act as my agent
regarding this application.
3. All statements, answers, and information submitted with this application are true and correct to the
best of my knowledge and belief.
4. I agree to hold the City of Auburn harmless as to any claim (including costs, expenses and
attorney’s fees incurred in the investigation of such claim) which may be made by any person,
including the undersigned, and filed against the City of Auburn, but only where such claim arises out
of the reliance of the City, including its officers and employees, upon the accuracy of the information
provided to the City as part of this application.
5. I hereby grant permission for representatives of the City of Auburn and any other Federal, State, or
local unit of government with regulatory authority over the project to enter onto my property to inspect
the property, take photographs, and post public notices as required in connection with review of this
application and for compliance with the terms and conditions of permits and approvals issued for the
project.
Signature
Printed Name Date City and State where signed
Address
Matt Gladney
Matt Gladney
10655 NE 4th Street, STE 210
Bellevue, WA. 98004
5.30.19
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Bridge Point Auburn 200
242104-9068
Matt Gladney
Bridge Development Partners
mgladney@bridgedev.com
10655 N.E. 4th Street Suite 210
Bellevue, WA 98004
425-749-4324
Supervalue Holdings, LLC
P. O. Box 990
Minneapolis MN 55440
Dan Balmelli
Executive Vice President
Barghausen Consulting Engineers
dbalmelli@barghausen.com
18215-72nd Avenue South
Kent WA 98032
425-251-6222
X
X
Construction of an approximate 202,894 sq. ft. warehouse use facility on an 11.47-acre site. The
site currently contains a warehouse building, concrete foundation pad and pavement areas that will
be removed for the proposed new development. Along with new building construction, the project
will also include grading activities, storm water facility, new paved parking and truck maneuvering
areas, landscaping, water and sanitary sewer extensions, roadway improvements and franchise
utility extensions. A Conditional Use Permit is currently in process under application no.
CUP19-0002. A pre-application meeting was conducted under application no. PRE18-0071.
X (CUP19-0002)
VP Development
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NOTICE OF APPLICATION (NOA) and
NOTICE OF PUBLIC HEARING (NOH)
Bridge Development Warehouse
Conditional Use Permit
CUP19-0002
The City of Auburn is issuing a Notice of Application (NOA) and Notice of Public Hearing (NOH) for
the following described project. The permit application may be reviewed at the Auburn Department
of Community Development at 1 East Main Street, 2nd Floor, Customer Service Center, Auburn, WA
98001.
Proposal: Request for a Conditional Use Permit (CUP) for a warehouse within the M-2, Heavy
Industrial zoning district. The proposed building is approximately 195,000 sq. ft. in size. There is an
existing, abandoned, warehouse currently on the site.
Location: 701 15th St. SW. King County Assessor Parcel No. 242104-9068; see Vicinity Map below.
Notice of Application: August 23, 2019
Application Complete: August 9, 2019
Permit Application: June 3, 2019
File No.: CUP19-0002
Applicant: Matt Gladney
Bridge Development Partners
10655 NE 4th St., Ste 210
Bellevue, WA 98004
Agent: Howard Jeng
Nelson Worldwide
1200 5th Ave., Ste 1300
Seattle, WA 98101
Studies/Plans Submitted With Application:
Site, Elevation, and Landscaping Plans, prepared by Nelson Worldwide, 5/30/2019
Other Permits, Plans, and Approvals Needed:
Building and Civil Permits
Statement of Consistency and List of Applicable Development Regulations: This proposal is
subject to and shall be consistent with the Auburn City Code, Comprehensive Plan, and Public
Works Design and Construction Standards.
Public Comment Period: All persons may comment on this application. Comments must be in
writing and received by the end of the 15-day comment period at 5:00pm September 9, 2019 to the
mailing address of 25 West Main Street, Auburn, WA, 98001 or to the contact email address below.
Any person wishing to become a party of record, shall include in their comments that they wish to
receive notice of and participate in any hearings, if relevant, request a copy of decisions once made,
and be made aware of appeal rights.
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NOTICE OF APPLICATION and NOTICE OF PUBLIC HEARING
CUP19-0002 (Continued)
Page 2 of 3
Public Hearing: The Hearing Examiner will conduct a public hearing on the Conditional Use Permit
in the City Council Chambers, 25 W. Main St., Auburn, WA, 98001, on September 18, 2019 at 5:30
p.m.
Any interested person is invited to appear and express comments or opinions on the proposed
project. Written comments may be submitted after the required 15-day comment period or at in
person at the public hearing.
For citizens with speech, sight, or hearing disabilities wishing to review documents pertaining to this
hearing should contact the person below within 10 calendar days prior to the hearing. Each request
will be considered individually according to the type of request, the availability of resources, and the
financial ability of the City to provide the requested services or equipment.
For questions regarding this project, please contact Thaniel Gouk, Senior Planner, at
planning@auburnwa.gov or 253-804-5031.
Proposed Site Plan
North
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NOTICE OF APPLICATION and NOTICE OF PUBLIC HEARING
CUP19-0002 (Continued)
Page 3 of 3
Vicinity Map
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Bridge Warehouse at the Auburn
Supervalue Site
Transportation Impact Analysis
September 30, 2019
Prepared for:
Bridge Development Partners, LLC
10655 NE 4th Street, Suite 210
Bellevue, WA 98004
Prepared by:
TENW
Transportation Engineering NorthWest
11400 SE 8th Street, Suite 200
Bellevue, WA 98004
Office: (425) 889-6747
Fax: (425) 889-8369
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Transportation Impact Analysis
Bridge Warehouse Supervalue Site
TENW September 30, 2019
Page i
Table of Contents
FINDINGS/CONCLUSIONS ........................................................................................ 1
INTRODUCTION ....................................................................................................... 2
Project Description ..................................................................................................... 2
Project Approach ...................................................................................................... 2
Primary Data and Information Sources ........................................................................... 3
EXISTING CONDITIONS ............................................................................................. 6
Roadway Network .................................................................................................... 6
Existing Traffic Volumes ............................................................................................... 6
Level of Service ......................................................................................................... 8
Collision History ........................................................................................................ 9
FUTURE TRAFFIC CONDITIONS AND PROJECT IMPACTS .............................................. 11
Planned Transportation Improvements .......................................................................... 11
Project Trip Generation ............................................................................................. 12
Project Trip Distribution and Assignment ....................................................................... 12
Future Traffic Volumes ............................................................................................... 15
Future Level of Service .............................................................................................. 18
Site Access Analysis ................................................................................................. 19
MITIGATION .......................................................................................................... 20
Appendices
Appendix A – Peak Hour Turning Movement Counts
Appendix B – Level of Service (LOS) Calculations
Appendix C – Trip Generation Calculations
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Bridge Warehouse Supervalue Site
TENW September 30, 2019
Page ii
List of Figures and Tables
Figure 1 Project Site Vicinity ....................................................................................................... 4
Figure 2 Preliminary Site Plan ..................................................................................................... 5
Figure 3 2019 Existing Weekday Peak Hour Traffic Volumes ........................................................... 7
Figure 4 Project Trip Distribution ................................................................................................ 13
Figure 5 Peak Hour Project Trip Assignment................................................................................. 14
Figure 6 2020 Without Project Weekday Peak Hour Traffic Volumes .............................................. 16
Figure 7 2020 With Project Weekday Peak Hour Traffic Volumes .................................................. 17
Table 1 Existing Roadway Network Summary – Project Site Vicinity .................................................. 6
Table 2 2019 Existing AM and PM Peak Hour LOS Summary ......................................................... 8
Table 3 Collision Data Summary, January 1, 2016 to December 31, 2018 ...................................... 9
Table 4 Collision Data Summary By Type, January 1, 2016 to December 31, 2018 .......................... 9
Table 5 Trip Generation Summary ............................................................................................ 12
Table 6 Project Trip Distribution................................................................................................ 12
Table 7 Year 2020 Peak Hour LOS Summary ............................................................................ 18
Table 8 Year 2020 Peak Hour Level of Service Summary at Site Access Locations ............................. 19
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Bridge Warehouse Supervalue Site
TENW September 30, 2019
Page 1
FINDINGS/CONCLUSIONS
This transportation impact analysis (TIA) has been prepared for the proposed Bridge warehouse
building on the Supervalue site located at 701 15th Street SW in Auburn, WA.
Project Proposal. The proposed development of the Bridge warehouse building on the Supervalue
site includes approximately 203,000 square feet (SF) of building area. The existing site includes
59,461 SF of warehouse building area, which would be demolished as part of the proposed project.
Access to the site would be provided by a proposed restricted right-in, right-out only driveway and an
emergency access only driveway on 15th Street SW. Full buildout of the project is estimated to occur
in 2020.
Trip Generation. The proposed Bridge warehouse development is estimated to generate 366
weekday daily trips, with 50 trips occurring during the weekday AM peak hour (38 entering, 12
exiting), and 52 trips occurring during the weekday PM peak hour (14 entering, 38 exiting).
Future Year LOS. LOS analyses were conducted for future year 2020 conditions at three off-site
study intersections during the weekday AM peak hour and four off-site study intersection during the
weekday PM peak hour. Based on the analysis results, all off-site study intersections are anticipated
to operate at LOS C or better during both the weekday AM and PM peak hours in 2020 without or
with the proposed project.
Mitigation. The payment of transportation impact fees will mitigate project-related transportation
impacts. Transportation impact fees will be determined by the City of Auburn and will need to be
paid at the time of a building permit is issued. As of the date of this study, the adopted City of Auburn
2019 impact fee schedule identifies a non-downtown fee of $2.65 per square foot for the
warehousing land use.
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Transportation Impact Analysis
Bridge Warehouse Supervalue Site
TENW September 30, 2019
Page 2
INTRODUCTION
This transportation impact analysis (TIA) has been prepared for the proposed Bridge warehouse
building on the Supervalue site located at 701 15th Street SW in Auburn, WA as shown in the Figure
1 vicinity map.
Project Description
The proposed Bridge warehouse development includes the development of approximately 203,000
square feet (SF) of building area. The existing site includes 59,461 SF of total warehouse building
area, which would be demolished as part of the proposed project. Access to the site would be
provided by a proposed restricted right-in, right-out only driveway and an emergency access only
driveway on 15th Street SW. Full buildout of the project is estimated to occur in 2020. A preliminary
site plan is provided in Figure 2.
Project Approach
To analyze the traffic impacts from the project, the following tasks were undertaken:
· Assessed existing conditions through field reconnaissance and reviewed existing
planning documents;
· Described and assessed existing transportation conditions in the area;
· Documented collision histories at study intersections;
· Documented planned transportation improvements in the site vicinity;
Documented existing traffic volumes and intersection levels of service (LOS) at the
following seven study intersections during the weekday AM and PM peak hours:
AM Peak Hour Study Intersections
1. C Street SW / EB SR-18 Ramps
2. C Street SW / 8th Street SW
3. C Street SW / 15th Street SW
PM Peak Hour Study Intersections
4. 15th Street SW / Supermall Drive / O Street
5. 15th Street SW / Market Street
6. 15th Street SW / Outlet Collection Way / Industrial Dr SW
7. 15th Street SW / Perimeter Road
· Estimated trip generation and documented trip distribution and assignment of
weekday AM and PM peak hour project-generated traffic;
· Documented traffic forecasts and assumptions for year 2020 conditions at the seven
study intersections without and with the proposed development;
· Analyzed weekday peak hour LOS for year 2020 conditions at the seven study
intersections without and with the proposed development;
· Identified transportation mitigation to the City of Auburn.
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Transportation Impact Analysis
Bridge Warehouse Supervalue Site
TENW September 30, 2019
Page 3
Primary Data and Information Sources
· City of Auburn Comprehensive Transportation Plan, December 14, 2015.
· City of Auburn 2020 - 2025 Transportation Improvement Program.
· ITE Trip Generation Manual, 10th edition, 2017.
· AM and PM Peak Hour traffic counts by All Traffic Data, September 2019.
· Highway Capacity Manual (HCM 6th Edition), 2016.
· City of Auburn Collision Data, 2016-2018.
· City of Auburn Safety Priority Index System (SPIS) 2016-2018.
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Transportation Impact Analysis
Bridge Warehouse Supervalue Site
TENW September 30, 2019
Page 4
Figure 1 Project Site Vicinity
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Transportation Impact Analysis
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TENW September 30, 2019
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Figure 2 Preliminary Site Plan
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Transportation Impact Analysis
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TENW September 30, 2019
Page 6
EXISTING CONDITIONS
Roadway Network
Table 1 describes the existing characteristics of the streets that would be used as primary routes to
and from the site. Roadway characteristics are described in terms of orientation, arterial
classification, posted speed limits, number of lanes, street parking, pedestrian facilities, and bicycle
facilities. The relationship of these roadways to the project site is shown in Figure 1.
Table 1
Existing Roadway Network Summary – Project Site Vicinity
Roadway Orientation Classification
Speed
Limit
Number
of Travel
Lanes
Street
Parking Sidewalks
Bicycle
Facilities
15 Street SW E/W Principal
Arterial 40 5 None Yes None
C Street SW N/S Principal
Arterial 40 4 None Yes None
Existing Traffic Volumes
Existing weekday AM and PM peak hour traffic volumes at the seven study intersections were based
on counts collected by All Traffic Data and Traffic Count Consultants in September 2019. Figure 3
illustrates the 2019 existing weekday AM and PM peak hour traffic volumes at the study intersections.
The detailed peak hour turning movement count sheets are provided in Appendix A.
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Figure 3 2019 Existing Weekday Peak Hour Traffic Volumes
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Level of Service
Weekday AM and PM peak hour level of service (LOS) analyses at the study intersections were
conducted at the following seven signalized study intersections:
AM Peak Hour Study Intersections
1. C Street SW / EB SR-18 Ramps
2. C Street SW / 8th Street SW
3. C Street SW / 15th Street SW
PM Peak Hour Study Intersections
4. 15th Street SW / Supermall Drive / O Street
5. 15th Street SW / Market Street
6. 15th Street SW / Outlet Collection Way / Industrial Dr SW
7. 15th Street SW / Perimeter Road
The LOS analyses were conducted using the methodologies and procedures outlined in the latest
edition of the Highway Capacity Manual (6th Edition). LOS serves as an indicator of the quality of
traffic flow and degree of congestion at an intersection or roadway segment. It is a measure of
vehicle operating speed, travel time, travel delays, and driving comfort. The LOS methodology is
described in Appendix B. The Synchro Version 10 software package was used to determine LOS.
Existing signal timing used in the analysis was provided by the City of Auburn and WSDOT.
The 2019 existing AM and PM peak hour LOS analysis results for the study intersections are
summarized in Table 2. The 2019 existing LOS worksheets are included in Appendix B.
Table 2
2019 Existing AM and PM Peak Hour LOS Summary
2019 Existing Conditions
Study Intersection / Movement LOS 1
Delay
(sec) 2
AM Peak Hour
1. C Street SW / EB SR-18 Ramps B 15.9
2. C Street SW / 8th Street SW A 5.5
3. C Street SW / 15th Street SW B 11.0
PM Peak Hour
4. 15th Street SW / Supermall Drive / O Street 3 B 19.5
5. 15th Street SW / Market Street B 13.4
6. 15th Street SW / Outlet Collection Way / Industrial Dr SW C 22.8
7. 15th Street SW / Perimeter Road A 7.3
1. LOS = Level of Service
2. Delay refers to average control delay expressed in seconds per vehicle.
3. The Synchro software program cannot model the existing southbound free right and protected/overlap
right turn combination. The reported LOS conservatively reflects dual southbound right turns with
protected/overlap phasing. Under the modeled scenario, vehicles in the free right turn lane were modeled to
be controlled by the signal which would results in a conservative result.
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As shown in Table 2, all study intersections currently operate at LOS C or better during both the
weekday AM and PM peak hours.
Collision History
Historic collisions at the study intersections were analyzed for the three-year period from 2016 to
2018. Collision data was provided by the City of Auburn. Summaries of the total and yearly
average collisions during this period are provided in Table 3. Summaries of collisions by type over
the three-year period are provided in Table 4.
Table 3
Collision Data Summary, January 1, 2016 to December 31, 2018
Intersection 2016 2017 2018
Three-Year
Total
Collisions
Average
Annual
Collisions
C St SW / SR 18 EB Ramp 2 3 4 9 3.00
C St SW / 8th St SW 5 7 4 16 5.33
C St SW / 15th St SW 7 10 6 23 7.67
O St SW / 15th St SW 7 2 3 12 4.00
Market St SW / 15th St SW 4 1 2 7 2.33
Industry Dr / Outlet
Collection Dr / 15th St SW 4 3 8 15 5.00
Perimeter Rd / 15th St SW 5 2 3 10 3.33
Sources: City of Auburn Collision Records.
Table 4
Collision Data Summary By Type, January 1, 2016 to December 31, 2018
Collision Type
Location
3-Year
Total
Collisions
Average
Annual
Collision
Rate Approach Turn Sideswipe Right Angle Rear-end Parked Veh / Fixed Ped / Cycle Other C St SW / SR 18 EB Ramp 9 3.00 0 2 2 4 1 0 0
C St SW / 8th St SW 16 5.33 0 7 1 5 2 0 1
C St SW / 15th St SW 23 7.67 1 6 4 11 1 0 0
O St SW / 15th St SW 12 4.00 2 4 4 2 0 0 0
Market St SW / 15th St SW 7 2.33 0 2 3 1 0 1 0
Industry Dr / Outlet Collection Dr / 15th
St SW 15 5.00 7 1 4 3 0 0 0
Perimeter Rd / 15th St SW 10 3.33 0 2 0 6 0 2 0
Source: City of Auburn Collision Records.
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The City of Auburn collects and reviews collision data to identify intersection and road locations
where potential hazards exist. Potential safety problems are identified using the Safety Priority Index
System (SPIS) methodology. The SPIS score for a location considers three years of data and considers
frequency, collision rate, and severity. Based on CityÊs 2016-2018 SPIS, there were 97 intersections
included and the SPIS scores ranged from 31.32 to 94.88 with a Citywide average of 51.71. Five
of the study intersections are included on the SPIS list. Two of the five intersections had a SPIS score
above the City average; 15th Street SW/C Street SW (SPIS Value = 56.84) and 15th Street
SW/Industry Drive SW (SPIS Value = 58.94).
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FUTURE TRAFFIC CONDITIONS AND PROJECT IMPACTS
Planned Transportation Improvements
This section documents the known transportation improvements planned by the City in the study area.
Planned transportation improvement projects identified in the City of AuburnÊs adopted 2020-2025
Transportation Improvement Program (TIP) are included below.
· TIP #I-12 – C Street SW/15th Street SW Intersection Improvements
Description:
This project will construct a southbound right-turn pocket, re-channelize the
intersection to provide two southbound through lanes, and replace the existing span
wire traffic signal with a new traffic signal. Design for the project is planned to
begin in 2022. The estimated project cost is $1,200,000.
· TIP #P-6 – 15th Street SW Reconstruction
Description:
This project will evaluate improvements to the Union Pacific at grade rail crossings
as well as the vertical sight distance to the Interurban Trail crossing to the west of the
tracks. This project was originally scoped to include pavement preservation. The
pavement preservation component could still be combined with this project, but is
also eligible for the Arterial Pavement Preservation Program. If grant funding is
approved, design for the project is planned to begin in 2020 with construction in
2021. The estimated project cost is $3,375,000.
· TIP #P-11 – C Street SW Reconstruction
Description:
The project will grind and overlay C Street SW from W Main Street to the GSA
signal (approximately 2,000 feet to the south of 15th Street SW). The project also
includes ADA upgrades to curb ramps and pedestrian push buttons, and
replacement of vehicle detection loops. If grant funding is approved, design for the
project is planned to begin in 2023 with construction in 2024. The estimated
project cost is $2,307,500.
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Project Trip Generation
The trip generation estimate for the proposed 203,000 SF warehouse project was based on the
methodology included in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th
edition for Land Use Code (LUC) 150 (Warehousing).
Table 5 summarizes the resulting weekday daily, AM peak hour, and PM peak hour trip generation
estimates for proposed project. Detailed trip generation calculations are included in Appendix C.
Table 5
Trip Generation Summary
Passenger Vehicle Trips Truck Trips Total Trip Generation
Time Period In Out Total In Out Total In Out Total
Daily 147 146 293 36 37 73 183 183 366
AM Peak Hour 30 10 40 8 2 10 38 12 50
PM Peak Hour 11 31 42 3 7 10 14 38 52
As shown in Table 5, the proposed Bridge warehouse project is estimated to generate 366 weekday
daily trips, with 50 trips occurring during the weekday AM peak hour (38 entering, 12 exiting), and
52 trips occurring during the weekday PM peak hour (14 entering, 38 exiting). For this analysis no
trip credit was assumed for the vacant warehouse buildings currently on the site.
Project Trip Distribution and Assignment
The distribution of the new project trips generated by the proposed Bridge warehouse development
was based on anticipated travel patterns in the study area and coordination with City of Auburn staff
as part of the Traffic Scoping for the project. The following Table 6 summarizes the resulting general
trip distribution patterns. The distribution of project trips is shown graphically in Figure 4.
Table 6
Project Trip Distribution
Route (Direction) Trip Distribution
SR 167 (north) 25%
SR 167 (south) 20%
Highway 18 (west) 25%
Highway 18 (east) 20%
C Street SW (north) 10%
TOTAL 100%
Based on the trip distribution percentages, the weekday AM and PM peak hour project trips were
assigned through the study intersections. The resulting assignment of the AM and PM peak hour
project trips through the study intersections is shown in Figure 5. It should be noted that the trip
assignments reflects the proposed restricted right-in, right-out access driveway on 15th Street SW.
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Figure 4 Project Trip Distribution
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Figure 5 Peak Hour Project Trip Assignment
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Future Traffic Volumes
Year 2020 Without-Project peak hour traffic volumes were estimated by applying a 2 percent annual
background growth rate to the existing volumes. The 2 percent annual growth rate was determined
to be appropriate based on conversations with the City during the scoping process. In addition to
the background growth rate, traffic from the proposed Holliday Inn pipeline project on C Street SW
was included in the future without-project peak hour traffic volume estimates. The resulting future
2020 without-project AM and PM peak hour traffic volumes are shown in Figure 6.
The 2020 With-Project traffic volumes were determined by adding the trip assignment from the
proposed development (shown in Figure 5) to the future 2020 Without-Project traffic volumes. The
resulting future 2020 With-Project AM and PM peak hour traffic volumes at the study intersections
are shown in Figure 7.
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Figure 6 2020 Without Project Weekday Peak Hour Traffic Volumes
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Figure 7 2020 With Project Weekday Peak Hour Traffic Volumes
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Future Level of Service
Future year 2020 Level of Service (LOS) analyses were conducted at the seven study intersections for
weekday AM and PM peak hour without-project and with-project conditions. Existing intersection
geometry and signal timing was assumed at the study intersections as there are no planned
improvements that are expected to be complete by 2020.
The 2020 weekday AM and PM peak hour LOS results at the study intersections without and with
the proposed project are summarized in Table 7. The detailed LOS worksheets are included in
Appendix B.
Table 7
Year 2020 Peak Hour LOS Summary
2020 Without Project 2020 With Project
Study Intersection / Movement LOS 1 Delay (sec) 2 LOS 1 Delay (sec) 2
AM Peak Hour
1. C Street SW / EB SR-18 Ramps B 14.9 B 15.0
2. C Street SW / 8th Street SW A 6.3 A 6.3
3. C Street SW / 15th Street SW B 11.2 B 11.2
PM Peak Hour
4. 15th Street SW/Supermall Drive/O Street 3 B 19.6 B 19.8
5. 15th Street SW / Market Street B 13.5 B 13.5
6. 15th Street SW / Outlet Collection Way /
Industrial Dr SW
C 23.1 C 23.1
7. 15th Street SW / Perimeter Road A 7.3 A 7.3
1. LOS = Level of Service
2. Delay refers to average control delay expressed in seconds per vehicle.
3. The Synchro software program cannot model the existing southbound free right and protected/overlap right turn
combination. The reported LOS conservatively reflects dual southbound right turns with protected/overlap phasing. Under
the modeled scenario, vehicles in the free right turn lane were modeled to be controlled by the signal which would results in
a conservative result.
As shown in Table 7 the study intersections are anticipated to operate at LOS C or better during both
the weekday AM and PM peak hours in 2020 without or with the proposed project.
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Site Access Analysis
An analysis of the proposed site access on 15th Street SW was conducted for 2020 With-Project
AM and PM peak hour conditions. Due to the siteÊs proximity to the Perimeter Road/15th Street SW
signalized intersection, the proposed site access will be restricted to allow only right-in and right-out
turn movements.
The future year 2020 With Project AM and PM peak hour level of service (LOS) analysis was
conducted at the proposed site access location on 15th Street SW based on the methodology and
procedures outlined in the 6th Edition of the Highway Capacity Manual (HCM) using the Synchro
10.3 software program. The 2020 With Project AM and PM peak hour volumes at the site access
location used in the LOS analyses are shown in Figure 7.
The weekday AM and PM peak hour LOS results at the site access location for 2020 With-Project
conditions are summarized in Table 8. LOS and queue worksheets are included in Appendix B.
Table 8
Year 2020 Peak Hour Level of Service Summary at Site Access Locations
AM Peak Hour PM Peak Hour
Driveway Location and Movement LOS 1
Delay
(sec) 2 V/C3 LOS 1
Delay
(sec) 2 V/C3
A. Proposed Site Access / 15th Street SW
Southbound Right-Turn (Exiting) B 10.8 0.02 B 11.7 0.07
1. LOS = Level of Service
2. Delay refers to average control delay expressed in seconds per vehicle.
3. V/C = Volume/capacity ratio.
As shown in Table 8, the results of the LOS analysis show that the exiting stop controlled right-turn
movement at the proposed site access is anticipated to operate at LOS B during the weekday AM
and PM peak hours.
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MITIGATION
The payment of transportation impact fees will mitigate project-related transportation impacts.
Transportation impact fees will be determined by the City of Auburn and will need to be paid at the
time of a building permit is issued. As of the date of this study, the adopted City of Auburn 2019
impact fee schedule identifies a non-downtown fee of $2.65 per square foot for the warehousing
land use.
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Appendix A
Peak Hour Turning Movement Counts
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Peak Hour:07:15 AM - 08:15 AM
C ST SW C ST SW EB SR18 RAMP
(303) 216-2439
www.alltrafficdata.net
Location:5 C ST SW & EB SR18 RAMP AM
Tuesday, September 10, 2019Date:
All Vehicles Pedestrians/Bicycles in Crosswalk
Traffic Counts - All Vehicles
Heavy Vehicles
Peak Hour
Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk2600144
0
426
453 1,305
960571
570
107 N
S
EW
0 4278187900EB SR18 RAMP
C ST SWC ST SW1,983
0
40N
S
EW
04
0 0
00Interval
Start Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
7:00 AM 1,9620 103 0 0 24 223 0 0 87 4682902
7:15 AM 1,9830 115 0 0 12 236 0 0 88 4913109
7:30 AM 1,9120 109 0 0 19 197 0 0 94 4634004
7:45 AM 1,8690 101 0 0 27 244 0 0 124 5403707
8:00 AM 1,7790 101 0 0 23 202 0 0 121 4893606
8:15 AM 0 79 0 0 28 184 0 0 91 4203008
8:30 AM 0 76 0 1 16 179 0 0 106 4203408
8:45 AM 0 92 0 1 9 178 0 0 117 4504607
Count Total 0 776 0 2 158 1,643 0 0 828 3,741283051
Peak Hour 0 426 0 0 81 879 0 0 427 1,983144026
HV% PHF
0.96
0.89
0.86
5.1%
7.6%
10.6%
7.6% 0.92
EB
WB
NB
SB
All 20017
0
12
48 74
7363
29
13 N
S
EW
0 46116200Heavy VehiclesInterval
Start Time EB NB TotalWB SB
7:00 AM 7 34 7 48
7:15 AM 3 16 6 25
7:30 AM 6 19 9 34
7:45 AM 7 15 20 42
8:00 AM 13 23 13 49
8:15 AM 8 22 11 41
8:30 AM 15 26 17 58
8:45 AM 21 16 19 56
Count Total 80 171 102 353
Peak Hour 29 73 48 150
Pedestrians/Bicycles on CrosswalkInterval
Start Time EB NB TotalWB SB
7:00 AM 0 0 0 0
7:15 AM 0 0 0 0
7:30 AM 0 2 0 2
7:45 AM 0 1 0 1
8:00 AM 0 1 0 1
8:15 AM 0 1 0 1
8:30 AM 0 0 0 0
8:45 AM 0 1 0 1
Count Total 0 6 0 6
Peak Hour 0 4 0 4
61 of 120
Peak Hour:07:00 AM - 08:00 AM
C ST SW C ST SW 8TH ST SW
(303) 216-2439
www.alltrafficdata.net
Location:6 C ST SW & 8TH ST SW AM
Tuesday, September 10, 2019Date:
All Vehicles Pedestrians/Bicycles in Crosswalk
Traffic Counts - All Vehicles
Heavy Vehicles
Peak Hour
Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk370016
0
67
534 963
905513
83
46 N
S
EW
0 4979896008TH ST SW
C ST SWC ST SW1,522
0
01N
S
EW
00
0 0
10Interval
Start Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
7:00 AM 1,5220 17 0 0 2 229 0 0 111 3722011
7:15 AM 1,4980 19 0 0 1 213 0 0 114 358308
7:30 AM 1,4840 14 0 0 1 223 0 0 115 365408
7:45 AM 1,4520 17 0 0 5 231 0 0 157 4277010
8:00 AM 1,3610 12 0 0 5 190 1 0 124 3486010
8:15 AM 0 6 0 0 2 202 0 0 125 344108
8:30 AM 0 17 0 0 1 183 0 0 116 3335011
8:45 AM 0 19 0 0 3 144 0 0 153 3363014
Count Total 0 121 0 0 20 1,615 1 0 1,015 2,88331080
Peak Hour 0 67 0 0 9 896 0 0 497 1,52216037
HV% PHF
0.86
0.96
0.80
14.5%
7.6%
8.4%
8.3% 0.89
EB
WB
NB
SB
All 2000
0
12
45 81
6943
12
2 N
S
EW
0 4306900Heavy VehiclesInterval
Start Time EB NB TotalWB SB
7:00 AM 3 31 6 40
7:15 AM 3 11 8 22
7:30 AM 5 14 10 29
7:45 AM 1 13 21 35
8:00 AM 4 20 17 41
8:15 AM 1 21 19 41
8:30 AM 4 24 18 46
8:45 AM 4 15 28 47
Count Total 25 149 127 301
Peak Hour 12 69 45 126
Pedestrians/Bicycles on CrosswalkInterval
Start Time EB NB TotalWB SB
7:00 AM 0 0 0 0
7:15 AM 0 0 0 0
7:30 AM 0 0 0 0
7:45 AM 1 0 0 1
8:00 AM 1 0 0 1
8:15 AM 2 0 0 2
8:30 AM 1 0 0 1
8:45 AM 0 0 0 0
Count Total 5 0 0 5
Peak Hour 1 0 0 1
62 of 120
Peak Hour:07:00 AM - 08:00 AM
C ST SW C ST SW 15TH ST SW
(303) 216-2439
www.alltrafficdata.net
Location:7 C ST SW & 15TH ST SW AM
Tuesday, September 10, 2019Date:
All Vehicles Pedestrians/Bicycles in Crosswalk
Traffic Counts - All Vehicles
Heavy Vehicles
Peak Hour
Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk3390080
0
225
496 933
899237
305
530 N
S
EW
0 1571917080015TH ST SW
C ST SWC ST SW1,700
0
02N
S
EW
00
0 0
11Interval
Start Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
7:00 AM 1,7000 64 0 0 43 173 0 0 31 41020079
7:15 AM 1,6780 46 0 0 46 175 0 0 31 39926075
7:30 AM 1,6530 54 0 0 41 171 0 0 46 39415067
7:45 AM 1,6330 61 0 0 61 189 0 0 49 497190118
8:00 AM 1,5100 72 0 0 35 139 0 0 36 38823083
8:15 AM 0 71 0 0 30 138 0 0 39 37417079
8:30 AM 0 56 0 0 55 121 0 0 44 37416082
8:45 AM 0 44 0 0 39 111 0 0 48 374300102
Count Total 0 468 0 0 350 1,217 0 0 324 3,2101660685
Peak Hour 0 225 0 0 191 708 0 0 157 1,700800339
HV% PHF
0.91
0.90
0.74
15.4%
4.7%
8.5%
7.7% 0.86
EB
WB
NB
SB
All 290011
0
36
42 74
4224
47
33 N
S
EW
0 1343800Heavy VehiclesInterval
Start Time EB NB TotalWB SB
7:00 AM 22 17 4 43
7:15 AM 9 6 8 23
7:30 AM 9 11 10 30
7:45 AM 7 8 20 35
8:00 AM 15 13 18 46
8:15 AM 11 14 17 42
8:30 AM 10 18 18 46
8:45 AM 8 10 28 46
Count Total 91 97 123 311
Peak Hour 47 42 42 131
Pedestrians/Bicycles on CrosswalkInterval
Start Time EB NB TotalWB SB
7:00 AM 0 0 0 0
7:15 AM 0 0 0 0
7:30 AM 0 0 0 0
7:45 AM 2 0 0 2
8:00 AM 0 0 0 0
8:15 AM 0 0 0 0
8:30 AM 1 0 0 1
8:45 AM 1 0 0 1
Count Total 4 0 0 4
Peak Hour 2 0 0 2
63 of 120
Peak Hour:04:30 PM - 05:30 PM
SUPERMALL DR O ST15TH ST SW15TH ST SW
(303) 216-2439
www.alltrafficdata.net
Location:1 SUPERMALL DR & 15TH ST SW PM
Tuesday, September 10, 2019Date:
All Vehicles Pedestrians/Bicycles in Crosswalk
Traffic Counts - All Vehicles
Heavy Vehicles
Peak Hour
Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk30506134
316
44
247
361
298
469 412
396
445
310394
906
830 N
S
EW
2
0 1032098021015TH ST SW
15TH ST SWSUPERMALL DRO ST2,081
5
710N
S
EW 5201
3 2
00Interval
Start Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
4:00 PM 2,0520 52 91 0 12 100 0 45 18 0 13 23 5045019873
4:15 PM 2,0440 51 53 0 10 80 0 59 26 0 16 28 474655675
4:30 PM 2,0810 84 104 0 11 76 0 73 17 0 10 21 544597676
4:45 PM 2,0130 66 98 0 11 86 0 40 25 0 18 29 5306610378
5:00 PM 1,9550 70 63 1 8 78 0 60 21 0 19 25 4966110971
5:15 PM 0 78 96 1 14 76 0 36 17 0 14 28 511617380
5:30 PM 0 93 77 0 8 57 0 36 15 0 12 31 476488388
5:45 PM 0 67 100 0 10 82 0 31 15 0 16 17 4725111369
Count Total 0 561 682 2 84 635 0 380 154 0 118 202 4,0074617741610
Peak Hour 0 298 361 2 44 316 0 209 80 0 61 103 2,0812473421305
HV% PHF
0.92
0.93
0.81
0.94
3.5%
4.8%
3.2%
1.1%
3.2% 0.96
EB
WB
NB
SB
All 2030
19
0
12
20
0
5 0
19
25
1012
32
29 N
S
EW
0
0 08020Heavy VehiclesInterval
Start Time EB NB TotalWB SB
4:00 PM 10 6 5 0 21
4:15 PM 8 7 5 0 20
4:30 PM 9 4 4 0 17
4:45 PM 12 2 3 2 19
5:00 PM 8 2 6 3 19
5:15 PM 3 2 6 0 11
5:30 PM 7 3 6 0 16
5:45 PM 5 2 3 0 10
Count Total 62 28 38 5 133
Peak Hour 32 10 19 5 66
Pedestrians/Bicycles on CrosswalkInterval
Start Time EB NB TotalWB SB
4:00 PM 0 0 3 4 7
4:15 PM 0 3 7 3 13
4:30 PM 0 0 0 0 0
4:45 PM 0 0 1 2 3
5:00 PM 0 0 4 2 6
5:15 PM 0 1 2 1 4
5:30 PM 0 0 0 0 0
5:45 PM 0 0 5 5 10
Count Total 0 4 22 17 43
Peak Hour 0 1 7 5 13
64 of 120
Peak Hour:04:30 PM - 05:30 PM
MARKET ST MARKET ST15TH ST SW15TH ST SW
(303) 216-2439
www.alltrafficdata.net
Location:2 MARKET ST & 15TH ST SW PM
Tuesday, September 10, 2019Date:
All Vehicles Pedestrians/Bicycles in Crosswalk
Traffic Counts - All Vehicles
Heavy Vehicles
Peak Hour
Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk8709297
275
1
2
368
81
179 183
375
482
663
455
407 N
S
EW
2
4 041520015TH ST SW
15TH ST SWMARKET STMARKET ST1,075
3
423N
S
EW 2202
0 3
21Interval
Start Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
4:00 PM 1,0591 23 84 1 1 83 0 18 3 0 24 1 286118919
4:15 PM 1,0331 8 67 0 0 64 0 14 2 0 22 1 221213522
4:30 PM 1,0751 22 96 0 0 70 0 7 1 0 21 0 264026515
4:45 PM 1,0271 23 91 1 0 75 0 9 0 0 28 0 288034422
5:00 PM 1,0321 11 91 1 0 65 0 14 2 0 24 0 260218922
5:15 PM 1 25 90 0 1 65 0 11 2 0 19 0 263019228
5:30 PM 0 14 78 0 0 44 0 4 0 0 29 0 216017030
5:45 PM 1 14 107 2 0 79 0 5 0 0 30 0 293025327
Count Total 7 140 704 5 2 545 0 82 10 0 197 2 2,091517037185
Peak Hour 4 81 368 2 1 275 0 41 5 0 92 0 1,0752972087
HV% PHF
0.96
0.85
0.66
0.90
5.5%
5.9%
0.0%
2.2%
4.7% 0.93
EB
WB
NB
SB
All 2023
19
0
0
25
0
4 3
22
27
00
25
21 N
S
EW
0
0 00000Heavy VehiclesInterval
Start Time EB NB TotalWB SB
4:00 PM 5 0 6 0 11
4:15 PM 3 0 5 0 8
4:30 PM 7 0 5 2 14
4:45 PM 8 0 2 2 12
5:00 PM 8 0 6 0 14
5:15 PM 2 0 9 0 11
5:30 PM 4 0 6 0 10
5:45 PM 4 0 6 1 11
Count Total 41 0 45 5 91
Peak Hour 25 0 22 4 51
Pedestrians/Bicycles on CrosswalkInterval
Start Time EB NB TotalWB SB
4:00 PM 1 0 1 2 4
4:15 PM 1 1 3 2 7
4:30 PM 0 0 3 0 3
4:45 PM 1 0 0 3 4
5:00 PM 0 1 1 0 2
5:15 PM 2 1 0 0 3
5:30 PM 0 0 0 0 0
5:45 PM 0 2 7 4 13
Count Total 5 5 15 11 36
Peak Hour 3 2 4 3 12
65 of 120
Peak Hour:04:30 PM - 05:30 PM
INDUSTRY DR SW OUTLET COLLECTION WAY15TH ST SW15TH ST SW
(303) 216-2439
www.alltrafficdata.net
Location:3 INDUSTRY DR SW & 15TH ST SW PM
Tuesday, September 10, 2019Date:
All Vehicles Pedestrians/Bicycles in Crosswalk
Traffic Counts - All Vehicles
Heavy Vehicles
Peak Hour
Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk1020365399
239
118
21
413
78
515 501
759
922
181187
531
376 N
S
EW
3
19 481624141015TH ST SW
15TH ST SWINDUSTRY DR SWOUTLET COLLECTIO1,986
7
243N
S
EW 1131
1 6
12Interval
Start Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
4:00 PM 1,97212 19 88 0 41 67 0 2 6 0 94 10 51641114121
4:15 PM 1,9521 13 84 0 32 48 0 2 11 0 76 9 4343963326
4:30 PM 1,9868 16 122 0 20 61 0 5 4 0 95 17 5088765125
4:45 PM 1,9524 20 104 1 46 76 0 4 7 0 79 7 51441102428
5:00 PM 1,9254 21 104 2 29 54 0 2 7 0 74 13 49661203723
5:15 PM 3 21 83 0 23 48 0 5 6 0 117 11 4683932926
5:30 PM 5 17 103 0 28 44 0 3 7 0 86 17 47431232513
5:45 PM 3 30 106 0 20 59 0 5 7 0 91 11 48741001833
Count Total 40 157 794 3 239 457 0 28 55 0 712 95 3,89735829258195
Peak Hour 19 78 413 3 118 239 0 16 24 0 365 48 1,98621399141102
HV% PHF
0.86
0.81
0.75
0.84
5.1%
4.2%
3.3%
1.0%
3.5% 0.97
EB
WB
NB
SB
All 1045
19
8
2
24
1
5 7
32
33
610
27
20 N
S
EW
0
0 00150Heavy VehiclesInterval
Start Time EB NB TotalWB SB
4:00 PM 6 1 5 1 13
4:15 PM 3 7 9 2 21
4:30 PM 7 2 6 2 17
4:45 PM 10 0 6 0 16
5:00 PM 7 2 8 3 20
5:15 PM 3 2 12 0 17
5:30 PM 4 1 8 1 14
5:45 PM 5 2 7 1 15
Count Total 45 17 61 10 133
Peak Hour 27 6 32 5 70
Pedestrians/Bicycles on CrosswalkInterval
Start Time EB NB TotalWB SB
4:00 PM 1 2 0 2 5
4:15 PM 0 1 0 1 2
4:30 PM 2 1 1 2 6
4:45 PM 0 1 0 1 2
5:00 PM 0 0 0 3 3
5:15 PM 1 2 1 1 5
5:30 PM 0 0 0 1 1
5:45 PM 0 0 0 5 5
Count Total 4 7 2 16 29
Peak Hour 3 4 2 7 16
66 of 120
Peak Hour:04:00 PM - 05:00 PM
PERIMETER RD 15TH ST SW15TH ST SW
(303) 216-2439
www.alltrafficdata.net
Location:4 PERIMETER RD & 15TH ST SW PM
Tuesday, September 10, 2019Date:
All Vehicles Pedestrians/Bicycles in Crosswalk
Traffic Counts - All Vehicles
Heavy Vehicles
Peak Hour
Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk
0
686
55
64
845
0 741
985
234119
909
780 N
S
EW
0
0
940140015TH ST SW
15TH ST SWPERIMETER RD 1,884 010N
S
EW 001000
Interval
Start Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
4:00 PM 1,8840 0 204 0 7 196 0 25 0 48214036
4:15 PM 1,8560 0 194 0 15 152 0 22 0 43410041
4:30 PM 1,8590 0 236 0 20 128 0 20 0 45720033
4:45 PM 1,8250 0 211 0 13 210 0 27 0 51120030
5:00 PM 1,7550 0 197 0 16 177 0 23 0 45421020
5:15 PM 0 0 216 0 16 161 0 19 0 43712013
5:30 PM 0 0 181 0 22 176 0 12 0 42318014
5:45 PM 0 0 205 0 13 159 0 20 0 44115029
Count Total 0 0 1,644 0 122 1,359 0 168 0 3,6391300216
Peak Hour 0 0 845 0 55 686 0 94 0 1,884640140
HV% PHF
0.89
0.83
0.93
4.1%
2.7%
8.5%
4.1% 0.92
EB
WB
NB
SB
All
0
15
5
16
21
0 20
29
2021
37
27 N
S
EW
0
0
12080Heavy VehiclesInterval
Start Time EB NB TotalWB SB
4:00 PM 6 5 4 15
4:15 PM 9 5 7 21
4:30 PM 11 4 7 22
4:45 PM 11 6 2 19
5:00 PM 7 4 4 15
5:15 PM 6 10 8 24
5:30 PM 4 5 1 10
5:45 PM 6 4 4 14
Count Total 60 43 37 140
Peak Hour 37 20 20 77
Pedestrians/Bicycles on CrosswalkInterval
Start Time EB NB TotalWB SB
4:00 PM 0 0 0 0
4:15 PM 0 1 0 1
4:30 PM 0 0 0 0
4:45 PM 0 0 0 0
5:00 PM 0 1 0 1
5:15 PM 0 0 0 0
5:30 PM 0 1 0 1
5:45 PM 0 1 1 2
Count Total 0 4 1 5
Peak Hour 0 1 0 1
67 of 120
Transportation Impact Analysis
Bridge Auburn Supervalue Site
Appendix B
Level of Service (LOS) Calculations
68 of 120
Transportation Impact Analysis
Bridge Warehouse Supervalue Site
Level of Service Methodology
Level of service calculations for intersections were based on methodology and procedures outlined
in the 2016 update of the Highway Capacity Manual, Transportation Research Board (6th Edition)
using Synchro 10 traffic analysis software.
LOS generally refers to the degree of congestion on a roadway or intersection. It is a measure of
vehicle operating speed, travel time, travel delays, and driving comfort. A letter scale from A to F
generally describes intersection LOS. At signalized intersections, LOS A represents free-flow
conditions (motorists experience little or no delays), and LOS F represents forced-flow conditions
where motorists experience an average delay in excess of 80 seconds per vehicle.
The LOS reported for signalized intersections represents the average control delay (sec/veh) and can
be reported for the overall intersection, for each approach, and for each lane group (additional v/c
ratio criteria apply to lane group LOS only).
The LOS reported at stop-controlled intersections is based on the average control delay and can be
reported for each controlled minor approach, controlled minor lane group, and controlled major-
street movement (and for the overall intersection at all-way stop controlled intersections. Additional
v/c ratio criteria apply to lane group or movement LOS only).
Table B1 outlines the current HCM (6th Edition) LOS criteria for signalized and stop-controlled
intersections based on these methodologies.
Table B1
LOS Criteria for Signalized and Stop Controlled Intersections1
SIGNALIZED INTERSECTIONS STOP-CONTROLLED INTERSECTIONS
LOS by Volume-to
Capacity (V/C) Ratio2
LOS by Volume-to
Capacity (V/C) Ratio3
Control Delay
(sec/veh) £ 1.0 > 1.0
Control Delay
(sec/veh) £ 1.0 > 1.0
£ 10 A F £ 10 A F
> 10 to £ 20 B F > 10 to £ 15 B F
> 20 to £ 35 C F > 15 to £ 25 C F
> 35 to £ 55 D F > 25 to £ 35 D F
> 55 to £ 80 E F > 35 to £ 50 E F
> 80 F F > 50 F F
1 Source: HCM2010 Highway Capacity Manual, Transportation Research Board, 2010.
2 For approach-based and intersection-wide assessments at signals, LOS is defined solely by control delay.
3 For two-way stop controlled intersections, the LOS criteria apply to each lane on a given approach and to each approach
on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole at two-way stop
controlled intersections. For approach-based and intersection-wide assessments at all-way stop controlled intersections,
LOS is solely defined by control delay.
69 of 120
Transportation Impact Analysis
Bridge Auburn Supervalue Site
2019 Existing
70 of 120
Lanes, Volumes, Timings
1: C St SW & SR 18 EB Ramp 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 426 144 81 879 427 26
Future Volume (vph) 426 144 81 879 427 26
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Storage Length (ft)385 0 425 0
Storage Lanes 1 1 1 0
Taper Length (ft)25 25
Right Turn on Red Yes Yes
Link Speed (mph)25 40 40
Link Distance (ft)946 862 561
Travel Time (s)25.8 14.7 9.6
Confl. Peds. (#/hr)4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%)3% 12% 14% 7% 11% 8%
Shared Lane Traffic (%)
Turn Type Prot Perm Prot NA NA
Protected Phases 1 7 4 8
Permitted Phases 1
Detector Phase 1 1 7 4 8
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 10.0 10.0
Minimum Split (s)35.0 35.0 9.5 15.0 15.0
Total Split (s)40.0 40.0 34.5 55.0 55.0
Total Split (%)30.9% 30.9% 26.6% 42.5% 42.5%
Yellow Time (s)4.0 4.0 3.5 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 4.5 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize?Yes Yes
Recall Mode None None None Min None
Intersection Summary
Area Type:Other
Cycle Length: 129.5
Actuated Cycle Length: 80.3
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: C St SW & SR 18 EB Ramp
71 of 120
HCM 6th Signalized Intersection Summary
1: C St SW & SR 18 EB Ramp 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - AM Peak Hour
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 426 144 81 879 427 26
Future Volume (veh/h) 426 144 81 879 427 26
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1709 1586 1559 1654 1600 1600
Adj Flow Rate, veh/h 463 61 88 955 464 28
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 12 14 7 11 11
Cap, veh/h 564 466 146 1478 843 51
Arrive On Green 0.35 0.35 0.10 0.47 0.29 0.29
Sat Flow, veh/h 1628 1344 1485 3226 2993 175
Grp Volume(v), veh/h 463 61 88 955 242 250
Grp Sat Flow(s),veh/h/ln 1628 1344 1485 1572 1520 1568
Q Serve(g_s), s 14.2 1.7 3.1 12.6 7.3 7.4
Cycle Q Clear(g_c), s 14.2 1.7 3.1 12.6 7.3 7.4
Prop In Lane 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 564 466 146 1478 440 454
V/C Ratio(X)0.82 0.13 0.60 0.65 0.55 0.55
Avail Cap(c_a), veh/h 1044 862 816 2880 1392 1437
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 16.3 12.2 23.6 11.0 16.4 16.4
Incr Delay (d2), s/veh 4.3 0.2 4.8 0.7 1.5 1.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.4 1.6 1.2 3.4 2.3 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.5 12.4 28.4 11.7 17.9 17.9
LnGrp LOS C B C B B B
Approach Vol, veh/h 524 1043 492
Approach Delay, s/veh 19.6 13.1 17.9
Approach LOS B B B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 30.7 23.9 9.9 20.8
Change Period (Y+Rc), s 5.0 5.0 4.5 5.0
Max Green Setting (Gmax), s 50.0 35.0 30.0 50.0
Max Q Clear Time (g_c+I1), s 14.6 16.2 5.1 9.4
Green Ext Time (p_c), s 11.0 2.8 0.3 4.5
Intersection Summary
HCM 6th Ctrl Delay 15.9
HCM 6th LOS B
72 of 120
Lanes, Volumes, Timings
2: C St SW & 8th St SW 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)67 16 9 896 497 37
Future Volume (vph)67 16 9 896 497 37
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Satd. Flow (prot)1553 0 0 3345 3279 0
Flt Permitted 0.961 0.950
Satd. Flow (perm)1553 0 0 3178 3279 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR)12 11
Link Speed (mph)25 40 40
Link Distance (ft)998 1775 862
Travel Time (s)27.2 30.3 14.7
Confl. Peds. (#/hr)1
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Heavy Vehicles (%) 18% 0% 0% 8% 9% 5%
Shared Lane Traffic (%)
Lane Group Flow (vph) 93 0 0 1017 600 0
Turn Type Prot pm+pt NA NA
Protected Phases 6 7 4 8
Permitted Phases 4
Detector Phase 6 7 4 8
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0
Minimum Split (s)9.0 9.0 9.0 28.0
Total Split (s)29.0 19.0 49.0 49.0
Total Split (%)29.9% 19.6% 50.5% 50.5%
Yellow Time (s)3.0 3.0 3.0 3.0
All-Red Time (s)1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0
Total Lost Time (s)4.0 4.0 4.0
Lead/Lag Lead Lag
Lead-Lag Optimize?Yes Yes
Recall Mode None None Min Min
Act Effct Green (s)9.3 32.9 32.9
Actuated g/C Ratio 0.20 0.71 0.71
v/c Ratio 0.29 0.45 0.26
Control Delay 17.9 5.3 4.1
Queue Delay 0.0 0.0 0.0
Total Delay 17.9 5.3 4.1
LOS B A A
Approach Delay 17.9 5.3 4.1
Approach LOS B A A
Intersection Summary
Area Type:Other
Cycle Length: 97
Actuated Cycle Length: 46.1
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
73 of 120
Lanes, Volumes, Timings
2: C St SW & 8th St SW 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - AM Peak Hour
Maximum v/c Ratio: 0.45
Intersection Signal Delay: 5.5 Intersection LOS: A
Intersection Capacity Utilization 42.4%ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 2: C St SW & 8th St SW
74 of 120
Lanes, Volumes, Timings
3: C St SW & 15th St SW 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 225 80 191 708 157 339
Future Volume (vph) 225 80 191 708 157 339
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)215 0 0 0
Storage Lanes 1 1 1 1
Taper Length (ft)25 25
Right Turn on Red Yes Yes
Link Speed (mph)40 40 40
Link Distance (ft)303 466 1775
Travel Time (s)5.2 7.9 30.3
Confl. Peds. (#/hr)2
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Heavy Vehicles (%) 16% 14% 2% 5% 8% 7%
Shared Lane Traffic (%)
Turn Type Prot Prot Prot NA NA pm+ov
Protected Phases 6 6 7 4 8 6
Permitted Phases 8
Detector Phase 6 6 7 4 8 6
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 8.0 8.0 5.0
Minimum Split (s)10.0 10.0 10.0 13.0 42.0 10.0
Total Split (s)50.0 50.0 30.0 40.0 65.0 50.0
Total Split (%)34.5% 34.5% 20.7% 27.6% 44.8% 34.5%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize?Yes Yes
Recall Mode None None None Min Min None
Intersection Summary
Area Type:Other
Cycle Length: 145
Actuated Cycle Length: 58.1
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 3: C St SW & 15th St SW
75 of 120
HCM 6th Signalized Intersection Summary
3: C St SW & 15th St SW 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - AM Peak Hour
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 225 80 191 708 157 339
Future Volume (veh/h) 225 80 191 708 157 339
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1663 1693 1870 1826 1781 1796
Adj Flow Rate, veh/h 262 0 222 823 183 0
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Percent Heavy Veh, % 16 14 2 5 8 7
Cap, veh/h 454 212 306 1064 491
Arrive On Green 0.15 0.00 0.17 0.58 0.28 0.00
Sat Flow, veh/h 3072 1434 1781 1826 1781 1522
Grp Volume(v), veh/h 262 0 222 823 183 0
Grp Sat Flow(s),veh/h/ln 1536 1434 1781 1826 1781 1522
Q Serve(g_s), s 2.9 0.0 4.4 12.7 3.1 0.0
Cycle Q Clear(g_c), s 2.9 0.0 4.4 12.7 3.1 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 454 212 306 1064 491
V/C Ratio(X)0.58 0.00 0.72 0.77 0.37
Avail Cap(c_a), veh/h 3728 1740 1201 1723 2882
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 14.7 0.0 14.5 5.9 10.8 0.0
Incr Delay (d2), s/veh 1.2 0.0 3.9 1.5 0.6 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.0 1.7 1.9 0.9 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.9 0.0 18.4 7.4 11.4 0.0
LnGrp LOS B A B A B
Approach Vol, veh/h 262 1045 183 A
Approach Delay, s/veh 15.9 9.7 11.4
Approach LOS B A B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 26.6 10.5 11.4 15.2
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 35.0 45.0 25.0 60.0
Max Q Clear Time (g_c+I1), s 14.7 4.9 6.4 5.1
Green Ext Time (p_c), s 6.9 0.9 0.7 1.3
Intersection Summary
HCM 6th Ctrl Delay 11.0
HCM 6th LOS B
Notes
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
76 of 120
Lanes, Volumes, Timings
4: O St SW/Outlet Collection Dr & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 298 361 247 46 316 34 209 80 21 61 103 305
Future Volume (vph) 298 361 247 46 316 34 209 80 21 61 103 305
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)385 0 135 0 265 310 135 0
Storage Lanes 2 1 1 0 1 1 1 2
Taper Length (ft)25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph)40 40 30 25
Link Distance (ft)785 1172 554 610
Travel Time (s)13.4 20.0 12.6 16.6
Confl. Peds. (#/hr)1 5 7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%)0% 6% 5% 0% 6% 0% 4% 0% 10% 5% 0% 1%
Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Prot NA pt+ov
Protected Phases 1 6 5 2 7 4 3 8 8 1
Permitted Phases 6
Detector Phase 1 6 6 5 2 7 4 3 8 8 1
Switch Phase
Minimum Initial (s)8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0
Minimum Split (s)13.0 37.0 37.0 13.0 39.0 13.0 47.0 13.0 13.0
Total Split (s)45.0 70.0 70.0 20.0 70.0 35.0 35.0 35.0 35.0
Total Split (%)24.3% 37.8% 37.8% 10.8% 37.8% 18.9% 18.9% 18.9% 18.9%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min Min None Min None None None None
Intersection Summary
Area Type:Other
Cycle Length: 185
Actuated Cycle Length: 75.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Splits and Phases: 4: O St SW/Outlet Collection Dr & 15th St SW
77 of 120
HCM 6th Signalized Intersection Summary
4: O St SW/Outlet Collection Dr & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 298 361 247 46 316 34 209 80 21 61 103 305
Future Volume (veh/h) 298 361 247 46 316 34 209 80 21 61 103 305
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1811 1826 1900 1811 1811 1841 1900 1900 1826 1900 1885
Adj Flow Rate, veh/h 310 376 30 48 329 35 218 83 22 64 107 133
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 0 6 5 0 6 6 4 0 0 5 0 1
Cap, veh/h 527 850 381 139 788 82 495 250 66 216 288 848
Arrive On Green 0.15 0.25 0.25 0.08 0.17 0.17 0.15 0.17 0.17 0.12 0.15 0.15
Sat Flow, veh/h 3510 3441 1544 1810 4544 474 3401 1443 383 1739 1900 2812
Grp Volume(v), veh/h 310 376 30 48 237 127 218 0 105 64 107 133
Grp Sat Flow(s),veh/h/ln 1755 1721 1544 1810 1648 1721 1700 0 1826 1739 1900 1406
Q Serve(g_s), s 4.3 4.9 0.8 1.3 3.4 3.5 3.1 0.0 2.7 1.8 2.7 1.8
Cycle Q Clear(g_c), s 4.3 4.9 0.8 1.3 3.4 3.5 3.1 0.0 2.7 1.8 2.7 1.8
Prop In Lane 1.00 1.00 1.00 0.28 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 527 850 381 139 572 298 495 0 316 216 288 848
V/C Ratio(X)0.59 0.44 0.08 0.35 0.41 0.43 0.44 0.00 0.33 0.30 0.37 0.16
Avail Cap(c_a), veh/h 2664 4244 1904 515 4065 2122 1936 0 1039 990 1081 2023
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 20.9 16.8 15.2 23.1 19.4 19.4 20.6 0.0 19.1 21.0 20.1 13.5
Incr Delay (d2), s/veh 1.0 0.4 0.1 1.5 0.5 1.0 0.6 0.0 0.6 0.8 0.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 1.7 0.3 0.6 1.2 1.3 1.2 0.0 1.1 0.7 1.2 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.9 17.1 15.3 24.6 19.9 20.4 21.2 0.0 19.7 21.8 20.9 13.6
LnGrp LOS C B B C B C C A B C C B
Approach Vol, veh/h 716 412 323 304
Approach Delay, s/veh 19.1 20.6 20.7 17.9
Approach LOS B C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.9 14.1 11.5 14.1 9.0 18.0 12.7 13.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 40.0 65.0 30.0 30.0 15.0 65.0 30.0 30.0
Max Q Clear Time (g_c+I1), s 6.3 5.5 3.8 4.7 3.3 6.9 5.1 4.7
Green Ext Time (p_c), s 1.1 2.3 0.1 0.5 0.1 2.6 0.7 1.1
Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
78 of 120
Lanes, Volumes, Timings
5: Market St SW & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)85 368 2 3 275 97 41 5 20 92 0 87
Future Volume (vph)85 368 2 3 275 97 41 5 20 92 0 87
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)385 0 215 0 0 0 0 0
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft)25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph)40 40 25 25
Link Distance (ft)1172 924 278 200
Travel Time (s)20.0 15.8 7.6 5.5
Confl. Peds. (#/hr)2 3 4 3
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles (%)0% 7% 0% 0% 7% 3% 0% 0% 0% 2% 0% 2%
Shared Lane Traffic (%)50%
Turn Type Prot NA Prot NA pm+pt NA pm+pt NA Perm
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 4 8 8
Detector Phase 1 6 5 2 7 4 3 8 8
Switch Phase
Minimum Initial (s)8.0 5.0 8.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)13.0 29.0 13.0 40.0 10.0 43.0 10.0 43.0 43.0
Total Split (s)35.0 70.0 20.0 70.0 20.0 17.0 35.0 40.0 40.0
Total Split (%)21.2% 42.4% 12.1% 42.4% 12.1% 10.3% 21.2% 24.2% 24.2%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None None
Intersection Summary
Area Type:Other
Cycle Length: 165
Actuated Cycle Length: 60.7
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Splits and Phases: 5: Market St SW & 15th St SW
79 of 120
HCM 6th Signalized Intersection Summary
5: Market St SW & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 85 368 2 3 275 97 41 5 20 92 0 87
Future Volume (veh/h) 85 368 2 3 275 97 41 5 20 92 0 87
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 0.99 0.99 0.99 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1796 1796 1900 1796 1796 1900 1900 1900 1870 1900 1870
Adj Flow Rate, veh/h 91 396 2 3 296 104 44 5 22 99 0 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 0 7 7 0 7 7 0 0 0 2 0 2
Cap, veh/h 225 1266 6 12 895 296 364 23 101 397 0 347
Arrive On Green 0.12 0.36 0.36 0.01 0.25 0.25 0.05 0.08 0.08 0.08 0.00 0.00
Sat Flow, veh/h 1810 3482 18 1810 3638 1202 1810 304 1339 1781 0 3170
Grp Volume(v), veh/h 91 194 204 3 264 136 44 0 27 99 0 0
Grp Sat Flow(s),veh/h/ln 1810 1706 1793 1810 1635 1571 1810 0 1643 1781 0 1585
Q Serve(g_s), s 2.0 3.5 3.5 0.1 2.8 3.0 0.9 0.0 0.7 2.1 0.0 0.0
Cycle Q Clear(g_c), s 2.0 3.5 3.5 0.1 2.8 3.0 0.9 0.0 0.7 2.1 0.0 0.0
Prop In Lane 1.00 0.01 1.00 0.77 1.00 0.81 1.00 1.00
Lane Grp Cap(c), veh/h 225 621 652 12 804 387 364 0 124 397 0 347
V/C Ratio(X)0.40 0.31 0.31 0.25 0.33 0.35 0.12 0.00 0.22 0.25 0.00 0.00
Avail Cap(c_a), veh/h 1283 2622 2755 642 5023 2414 920 0 466 1516 0 2623
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 17.1 9.7 9.7 20.9 13.1 13.2 16.7 0.0 18.4 15.9 0.0 0.0
Incr Delay (d2), s/veh 1.7 0.5 0.5 15.2 0.4 0.9 0.2 0.0 1.0 0.4 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 1.0 1.0 0.1 0.8 0.9 0.4 0.0 0.3 0.8 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.8 10.2 10.1 36.1 13.5 14.1 16.8 0.0 19.4 16.3 0.0 0.0
LnGrp LOS B B B D B B B A B B A A
Approach Vol, veh/h 489 403 71 99
Approach Delay, s/veh 11.7 13.9 17.8 16.3
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.3 15.4 8.4 8.2 5.3 20.4 7.0 9.6
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 30.0 65.0 30.0 12.0 15.0 65.0 15.0 35.0
Max Q Clear Time (g_c+I1), s 4.0 5.0 4.1 2.7 2.1 5.5 2.9 0.0
Green Ext Time (p_c), s 0.3 4.6 0.3 0.0 0.0 4.2 0.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 13.4
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement.
80 of 120
Lanes, Volumes, Timings
6: Industry Dr SW/Outlet Collection Way & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)97 413 21 121 239 399 16 24 141 365 48 102
Future Volume (vph)97 413 21 121 239 399 16 24 141 365 48 102
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)375 0 325 325 165 0 0 0
Storage Lanes 1 0 1 2 1 0 1 1
Taper Length (ft)25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph)40 40 30 25
Link Distance (ft)924 715 945 365
Travel Time (s)15.8 12.2 21.5 10.0
Confl. Peds. (#/hr)4 7 2 3
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Heavy Vehicles (%)1% 6% 10% 7% 8% 1% 0% 4% 4% 1% 0% 1%
Shared Lane Traffic (%)30%
Turn Type Prot NA Prot NA Perm pm+pt NA pm+pt NA Perm
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 2 4 8 8
Detector Phase 1 6 5 2 2 7 4 3 8 8
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)10.0 33.0 10.0 37.0 37.0 10.0 43.0 10.0 40.0 40.0
Total Split (s)50.0 55.0 25.0 55.0 55.0 20.0 25.0 75.0 55.0 55.0
Total Split (%)24.4% 26.8% 12.2% 26.8% 26.8% 9.8% 12.2% 36.6% 26.8% 26.8%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min Min None None None None None
Intersection Summary
Area Type:Other
Cycle Length: 205
Actuated Cycle Length: 89.7
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Splits and Phases: 6: Industry Dr SW/Outlet Collection Way & 15th St SW
81 of 120
HCM 6th Signalized Intersection Summary
6: Industry Dr SW/Outlet Collection Way & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 97 413 21 121 239 399 16 24 141 365 48 102
Future Volume (veh/h) 97 413 21 121 239 399 16 24 141 365 48 102
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1811 1811 1796 1781 1885 1900 1841 1841 1885 1900 1885
Adj Flow Rate, veh/h 100 426 22 125 246 23 16 25 145 376 49 2
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 1 6 6 7 8 1 0 4 4 1 0 1
Cap, veh/h 134 717 37 162 1146 371 359 35 205 559 654 548
Arrive On Green 0.07 0.22 0.22 0.09 0.24 0.24 0.02 0.15 0.15 0.21 0.34 0.34
Sat Flow, veh/h 1795 3327 171 1711 4863 1574 1810 234 1356 1795 1900 1593
Grp Volume(v), veh/h 100 220 228 125 246 23 16 0 170 376 49 2
Grp Sat Flow(s),veh/h/ln 1795 1721 1778 1711 1621 1574 1810 0 1590 1795 1900 1593
Q Serve(g_s), s 3.3 7.0 7.1 4.4 2.5 0.7 0.5 0.0 6.2 9.8 1.1 0.1
Cycle Q Clear(g_c), s 3.3 7.0 7.1 4.4 2.5 0.7 0.5 0.0 6.2 9.8 1.1 0.1
Prop In Lane 1.00 0.10 1.00 1.00 1.00 0.85 1.00 1.00
Lane Grp Cap(c), veh/h 134 371 383 162 1146 371 359 0 240 559 654 548
V/C Ratio(X)0.74 0.59 0.60 0.77 0.21 0.06 0.04 0.00 0.71 0.67 0.07 0.00
Avail Cap(c_a), veh/h 1317 1402 1450 558 3964 1283 766 0 518 2227 1549 1299
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.8 21.6 21.7 27.1 18.9 18.2 21.3 0.0 24.8 14.9 13.5 13.2
Incr Delay (d2), s/veh 7.9 1.5 1.5 7.5 0.1 0.1 0.1 0.0 3.8 1.4 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 2.7 2.8 2.0 0.8 0.2 0.2 0.0 2.5 3.8 0.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.7 23.1 23.1 34.6 19.0 18.3 21.3 0.0 28.6 16.4 13.6 13.2
LnGrp LOS D C C C B B C A C B B B
Approach Vol, veh/h 548 394 186 427
Approach Delay, s/veh 25.4 23.9 28.0 16.0
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.6 19.5 18.0 14.3 10.8 18.2 6.2 26.1
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 45.0 50.0 70.0 20.0 20.0 50.0 15.0 50.0
Max Q Clear Time (g_c+I1), s 5.3 4.5 11.8 8.2 6.4 9.1 2.5 3.1
Green Ext Time (p_c), s 0.3 1.7 1.2 0.7 0.2 2.7 0.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 22.8
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement.
82 of 120
Lanes, Volumes, Timings
7: Perimeter Rd & 15th St SW 09/30/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - PM Peak Hour
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 845 64 55 686 94 140
Future Volume (vph) 845 64 55 686 94 140
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)175 450 0 0
Storage Lanes 0 2 2 1
Taper Length (ft)25 25
Right Turn on Red Yes Yes
Link Speed (mph)40 40 35
Link Distance (ft)715 1348 941
Travel Time (s)12.2 23.0 18.3
Confl. Peds. (#/hr)1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%)3% 25% 9% 2% 13% 6%
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot Perm
Protected Phases 6 5 2 7
Permitted Phases 7
Detector Phase 6 5 2 7 7
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0
Minimum Split (s)29.0 10.0 10.0 38.0 38.0
Total Split (s)75.0 35.0 75.0 31.0 31.0
Total Split (%)53.2% 24.8% 53.2% 22.0% 22.0%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min Min Min
Intersection Summary
Area Type:Other
Cycle Length: 141
Actuated Cycle Length: 50.1
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Splits and Phases: 7: Perimeter Rd & 15th St SW
83 of 120
HCM 6th Signalized Intersection Summary
7: Perimeter Rd & 15th St SW 09/30/2019
Supervalu Site Auburn Synchro 10 Report
2019 Existing - PM Peak Hour
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 845 64 55 686 94 140
Future Volume (veh/h) 845 64 55 686 94 140
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1767 1870 1707 1811
Adj Flow Rate, veh/h 918 0 60 746 102 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 9 2 13 6
Cap, veh/h 1631 196 2282 376
Arrive On Green 0.46 0.00 0.06 0.64 0.12 0.00
Sat Flow, veh/h 3711 0 3264 3647 3155 1535
Grp Volume(v), veh/h 918 0 60 746 102 0
Grp Sat Flow(s),veh/h/ln 1763 0 1632 1777 1577 1535
Q Serve(g_s), s 7.9 0.0 0.7 4.0 1.2 0.0
Cycle Q Clear(g_c), s 7.9 0.0 0.7 4.0 1.2 0.0
Prop In Lane 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1631 196 2282 376
V/C Ratio(X)0.56 0.31 0.33 0.27
Avail Cap(c_a), veh/h 5890 2337 5937 1957
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 8.2 0.0 18.9 3.4 16.8 0.0
Incr Delay (d2), s/veh 0.4 0.0 1.2 0.1 0.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 0.0 0.3 0.4 0.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.5 0.0 20.1 3.5 17.2 0.0
LnGrp LOS A C A B
Approach Vol, veh/h 918 A 806 102 A
Approach Delay, s/veh 8.5 4.7 17.2
Approach LOS A A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.9 10.0 7.5 24.4
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 70.0 26.0 30.0 70.0
Max Q Clear Time (g_c+I1), s 6.0 3.2 2.7 9.9
Green Ext Time (p_c), s 5.7 0.3 0.2 9.4
Intersection Summary
HCM 6th Ctrl Delay 7.3
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.
84 of 120
Transportation Impact Analysis
Bridge Auburn Supervalue Site
2020 Without Project
85 of 120
Lanes, Volumes, Timings
1: C St SW & SR 18 EB Ramp 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 435 175 92 908 445 27
Future Volume (vph) 435 175 92 908 445 27
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Storage Length (ft)385 0 425 0
Storage Lanes 1 1 1 0
Taper Length (ft)25 25
Right Turn on Red Yes Yes
Link Speed (mph)25 40 40
Link Distance (ft)946 862 561
Travel Time (s)25.8 14.7 9.6
Confl. Peds. (#/hr)4
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles (%)3% 12% 14% 7% 11% 8%
Shared Lane Traffic (%)
Turn Type Prot Perm Prot NA NA
Protected Phases 1 7 4 8
Permitted Phases 1
Detector Phase 1 1 7 4 8
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 10.0 10.0
Minimum Split (s)35.0 35.0 9.5 15.0 15.0
Total Split (s)40.0 40.0 34.5 55.0 55.0
Total Split (%)30.9% 30.9% 26.6% 42.5% 42.5%
Yellow Time (s)4.0 4.0 3.5 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 4.5 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize?Yes Yes
Recall Mode None None None Min None
Intersection Summary
Area Type:Other
Cycle Length: 129.5
Actuated Cycle Length: 77.8
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: C St SW & SR 18 EB Ramp
86 of 120
HCM 6th Signalized Intersection Summary
1: C St SW & SR 18 EB Ramp 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - AM Peak Hour
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 435 175 92 908 445 27
Future Volume (veh/h) 435 175 92 908 445 27
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1709 1586 1559 1654 1600 1600
Adj Flow Rate, veh/h 435 83 92 908 445 27
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 3 12 14 7 11 11
Cap, veh/h 548 452 155 1461 789 48
Arrive On Green 0.34 0.34 0.10 0.46 0.27 0.27
Sat Flow, veh/h 1628 1344 1485 3226 2992 176
Grp Volume(v), veh/h 435 83 92 908 232 240
Grp Sat Flow(s),veh/h/ln 1628 1344 1485 1572 1520 1568
Q Serve(g_s), s 12.2 2.2 3.0 10.9 6.6 6.6
Cycle Q Clear(g_c), s 12.2 2.2 3.0 10.9 6.6 6.6
Prop In Lane 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 548 452 155 1461 412 425
V/C Ratio(X)0.79 0.18 0.59 0.62 0.56 0.57
Avail Cap(c_a), veh/h 1131 934 885 3121 1509 1557
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.1 11.8 21.5 10.1 15.8 15.8
Incr Delay (d2), s/veh 3.7 0.3 4.3 0.6 1.7 1.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.5 2.0 1.1 2.8 2.1 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.9 12.1 25.9 10.8 17.5 17.5
LnGrp LOS B B C B B B
Approach Vol, veh/h 518 1000 472
Approach Delay, s/veh 17.8 12.1 17.5
Approach LOS B B B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 28.4 21.9 9.8 18.6
Change Period (Y+Rc), s 5.0 5.0 4.5 5.0
Max Green Setting (Gmax), s 50.0 35.0 30.0 50.0
Max Q Clear Time (g_c+I1), s 12.9 14.2 5.0 8.6
Green Ext Time (p_c), s 10.5 2.8 0.3 4.3
Intersection Summary
HCM 6th Ctrl Delay 14.9
HCM 6th LOS B
87 of 120
Lanes, Volumes, Timings
2: C St SW & 8th St SW 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)88 16 9 914 514 58
Future Volume (vph)88 16 9 914 514 58
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Satd. Flow (prot)1548 0 0 3345 3267 0
Flt Permitted 0.959 0.950
Satd. Flow (perm)1548 0 0 3178 3267 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR)9 16
Link Speed (mph)25 40 40
Link Distance (ft)998 1775 862
Travel Time (s)27.2 30.3 14.7
Confl. Peds. (#/hr)1
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Heavy Vehicles (%) 18% 0% 0% 8% 9% 5%
Shared Lane Traffic (%)
Lane Group Flow (vph) 117 0 0 1037 643 0
Turn Type Prot pm+pt NA NA
Protected Phases 6 7 4 8
Permitted Phases 4
Detector Phase 6 7 4 8
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0
Minimum Split (s)9.0 9.0 9.0 28.0
Total Split (s)29.0 19.0 49.0 49.0
Total Split (%)29.9% 19.6% 50.5% 50.5%
Yellow Time (s)3.0 3.0 3.0 3.0
All-Red Time (s)1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0
Total Lost Time (s)4.0 4.0 4.0
Lead/Lag Lead Lag
Lead-Lag Optimize?Yes Yes
Recall Mode None None Min Min
Act Effct Green (s)10.3 32.5 32.5
Actuated g/C Ratio 0.22 0.70 0.70
v/c Ratio 0.33 0.47 0.28
Control Delay 18.5 6.0 4.6
Queue Delay 0.0 0.0 0.0
Total Delay 18.5 6.0 4.6
LOS B A A
Approach Delay 18.5 6.0 4.6
Approach LOS B A A
Intersection Summary
Area Type:Other
Cycle Length: 97
Actuated Cycle Length: 46.6
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
88 of 120
Lanes, Volumes, Timings
2: C St SW & 8th St SW 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - AM Peak Hour
Maximum v/c Ratio: 0.47
Intersection Signal Delay: 6.3 Intersection LOS: A
Intersection Capacity Utilization 44.1%ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 2: C St SW & 8th St SW
89 of 120
Lanes, Volumes, Timings
3: C St SW & 15th St SW 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 230 82 195 722 163 350
Future Volume (vph) 230 82 195 722 163 350
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)215 0 0 0
Storage Lanes 1 1 1 1
Taper Length (ft)25 25
Right Turn on Red Yes Yes
Link Speed (mph)40 40 40
Link Distance (ft)303 466 1775
Travel Time (s)5.2 7.9 30.3
Confl. Peds. (#/hr)2
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Heavy Vehicles (%) 16% 14% 2% 5% 8% 7%
Shared Lane Traffic (%)
Turn Type Prot Prot Prot NA NA pm+ov
Protected Phases 6 6 7 4 8 6
Permitted Phases 8
Detector Phase 6 6 7 4 8 6
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 8.0 8.0 5.0
Minimum Split (s)10.0 10.0 10.0 13.0 42.0 10.0
Total Split (s)50.0 50.0 30.0 40.0 65.0 50.0
Total Split (%)34.5% 34.5% 20.7% 27.6% 44.8% 34.5%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize?Yes Yes
Recall Mode None None None Min Min None
Intersection Summary
Area Type:Other
Cycle Length: 145
Actuated Cycle Length: 59.6
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 3: C St SW & 15th St SW
90 of 120
HCM 6th Signalized Intersection Summary
3: C St SW & 15th St SW 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - AM Peak Hour
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 230 82 195 722 163 350
Future Volume (veh/h) 230 82 195 722 163 350
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1663 1693 1870 1826 1781 1796
Adj Flow Rate, veh/h 267 2 227 840 190 0
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Percent Heavy Veh, % 16 14 2 5 8 7
Cap, veh/h 459 214 312 1073 501
Arrive On Green 0.15 0.15 0.18 0.59 0.28 0.00
Sat Flow, veh/h 3072 1434 1781 1826 1781 1522
Grp Volume(v), veh/h 267 2 227 840 190 0
Grp Sat Flow(s),veh/h/ln 1536 1434 1781 1826 1781 1522
Q Serve(g_s), s 3.1 0.0 4.6 13.4 3.3 0.0
Cycle Q Clear(g_c), s 3.1 0.0 4.6 13.4 3.3 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 459 214 312 1073 501
V/C Ratio(X)0.58 0.01 0.73 0.78 0.38
Avail Cap(c_a), veh/h 3634 1697 1171 1680 2809
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 15.1 13.8 14.8 6.0 11.0 0.0
Incr Delay (d2), s/veh 1.2 0.0 3.9 1.6 0.6 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.0 1.7 2.0 1.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.2 13.8 18.7 7.5 11.6 0.0
LnGrp LOS B B B A B
Approach Vol, veh/h 269 1067 190 A
Approach Delay, s/veh 16.2 9.9 11.6
Approach LOS B A B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 27.4 10.7 11.7 15.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 35.0 45.0 25.0 60.0
Max Q Clear Time (g_c+I1), s 15.4 5.1 6.6 5.3
Green Ext Time (p_c), s 7.0 1.0 0.7 1.3
Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
Notes
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
91 of 120
Lanes, Volumes, Timings
4: O St SW/Outlet Collection Dr & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 304 368 252 47 322 35 213 82 21 62 112 318
Future Volume (vph) 304 368 252 47 322 35 213 82 21 62 112 318
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)385 0 135 0 265 310 135 0
Storage Lanes 2 1 1 0 1 1 1 2
Taper Length (ft)25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph)40 40 30 25
Link Distance (ft)785 1172 554 610
Travel Time (s)13.4 20.0 12.6 16.6
Confl. Peds. (#/hr)1 5 7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%)0% 6% 5% 0% 6% 0% 4% 0% 10% 5% 0% 1%
Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Prot NA pt+ov
Protected Phases 1 6 5 2 7 4 3 8 8 1
Permitted Phases 6
Detector Phase 1 6 6 5 2 7 4 3 8 8 1
Switch Phase
Minimum Initial (s)8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0
Minimum Split (s)13.0 37.0 37.0 13.0 39.0 13.0 47.0 13.0 13.0
Total Split (s)45.0 70.0 70.0 20.0 70.0 35.0 35.0 35.0 35.0
Total Split (%)24.3% 37.8% 37.8% 10.8% 37.8% 18.9% 18.9% 18.9% 18.9%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min Min None Min None None None None
Intersection Summary
Area Type:Other
Cycle Length: 185
Actuated Cycle Length: 77.1
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Splits and Phases: 4: O St SW/Outlet Collection Dr & 15th St SW
92 of 120
HCM 6th Signalized Intersection Summary
4: O St SW/Outlet Collection Dr & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 304 368 252 47 322 35 213 82 21 62 112 318
Future Volume (veh/h) 304 368 252 47 322 35 213 82 21 62 112 318
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1811 1826 1900 1811 1811 1841 1900 1900 1826 1900 1885
Adj Flow Rate, veh/h 317 383 31 49 335 36 222 85 22 65 117 138
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 0 6 5 0 6 6 4 0 0 5 0 1
Cap, veh/h 527 846 380 141 787 83 496 251 65 216 288 848
Arrive On Green 0.15 0.25 0.25 0.08 0.17 0.17 0.15 0.17 0.17 0.12 0.15 0.15
Sat Flow, veh/h 3510 3441 1544 1810 4538 478 3401 1451 376 1739 1900 2812
Grp Volume(v), veh/h 317 383 31 49 241 130 222 0 107 65 117 138
Grp Sat Flow(s),veh/h/ln 1755 1721 1544 1810 1648 1720 1700 0 1827 1739 1900 1406
Q Serve(g_s), s 4.4 5.0 0.8 1.4 3.4 3.6 3.1 0.0 2.7 1.8 2.9 1.9
Cycle Q Clear(g_c), s 4.4 5.0 0.8 1.4 3.4 3.6 3.1 0.0 2.7 1.8 2.9 1.9
Prop In Lane 1.00 1.00 1.00 0.28 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 527 846 380 141 571 298 496 0 316 216 288 848
V/C Ratio(X)0.60 0.45 0.08 0.35 0.42 0.43 0.45 0.00 0.34 0.30 0.41 0.16
Avail Cap(c_a), veh/h 2663 4241 1903 515 4063 2120 1935 0 1039 989 1081 2022
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 20.9 16.9 15.3 23.1 19.4 19.5 20.6 0.0 19.2 21.0 20.2 13.5
Incr Delay (d2), s/veh 1.1 0.4 0.1 1.5 0.5 1.0 0.6 0.0 0.6 0.8 0.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 1.7 0.3 0.6 1.2 1.3 1.2 0.0 1.1 0.7 1.3 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 17.3 15.4 24.5 19.9 20.5 21.2 0.0 19.8 21.8 21.2 13.6
LnGrp LOS C B B C B C C A B C C B
Approach Vol, veh/h 731 420 329 320
Approach Delay, s/veh 19.2 20.6 20.8 18.0
Approach LOS B C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.9 14.1 11.6 14.1 9.1 18.0 12.7 13.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 40.0 65.0 30.0 30.0 15.0 65.0 30.0 30.0
Max Q Clear Time (g_c+I1), s 6.4 5.6 3.8 4.7 3.4 7.0 5.1 4.9
Green Ext Time (p_c), s 1.1 2.4 0.1 0.5 0.1 2.7 0.7 1.2
Intersection Summary
HCM 6th Ctrl Delay 19.6
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
93 of 120
Lanes, Volumes, Timings
5: Market St SW & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)87 375 2 3 288 99 42 5 20 94 0 89
Future Volume (vph)87 375 2 3 288 99 42 5 20 94 0 89
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)385 0 215 0 0 0 0 0
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft)25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph)40 40 25 25
Link Distance (ft)1172 924 278 200
Travel Time (s)20.0 15.8 7.6 5.5
Confl. Peds. (#/hr)2 3 4 3
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles (%)0% 7% 0% 0% 7% 3% 0% 0% 0% 2% 0% 2%
Shared Lane Traffic (%)50%
Turn Type Prot NA Prot NA pm+pt NA pm+pt NA Perm
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 4 8 8
Detector Phase 1 6 5 2 7 4 3 8 8
Switch Phase
Minimum Initial (s)8.0 5.0 8.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)13.0 29.0 13.0 40.0 10.0 43.0 10.0 43.0 43.0
Total Split (s)35.0 70.0 20.0 70.0 20.0 17.0 35.0 40.0 40.0
Total Split (%)21.2% 42.4% 12.1% 42.4% 12.1% 10.3% 21.2% 24.2% 24.2%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None None
Intersection Summary
Area Type:Other
Cycle Length: 165
Actuated Cycle Length: 61.3
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Splits and Phases: 5: Market St SW & 15th St SW
94 of 120
HCM 6th Signalized Intersection Summary
5: Market St SW & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 87 375 2 3 288 99 42 5 20 94 0 89
Future Volume (veh/h) 87 375 2 3 288 99 42 5 20 94 0 89
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 0.99 0.99 0.99 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1796 1796 1900 1796 1796 1900 1900 1900 1870 1900 1870
Adj Flow Rate, veh/h 94 403 2 3 310 106 45 5 22 101 0 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 0 7 7 0 7 7 0 0 0 2 0 2
Cap, veh/h 227 1288 6 12 918 296 363 23 102 396 0 346
Arrive On Green 0.13 0.37 0.37 0.01 0.25 0.25 0.05 0.08 0.08 0.08 0.00 0.00
Sat Flow, veh/h 1810 3482 17 1810 3662 1182 1810 304 1338 1781 0 3170
Grp Volume(v), veh/h 94 197 208 3 275 141 45 0 27 101 0 0
Grp Sat Flow(s),veh/h/ln 1810 1706 1793 1810 1635 1575 1810 0 1643 1781 0 1585
Q Serve(g_s), s 2.1 3.5 3.5 0.1 2.9 3.2 1.0 0.0 0.7 2.2 0.0 0.0
Cycle Q Clear(g_c), s 2.1 3.5 3.5 0.1 2.9 3.2 1.0 0.0 0.7 2.2 0.0 0.0
Prop In Lane 1.00 0.01 1.00 0.75 1.00 0.81 1.00 1.00
Lane Grp Cap(c), veh/h 227 631 663 12 820 395 363 0 125 396 0 346
V/C Ratio(X)0.41 0.31 0.31 0.25 0.34 0.36 0.12 0.00 0.22 0.26 0.00 0.00
Avail Cap(c_a), veh/h 1265 2585 2716 633 4952 2386 908 0 459 1496 0 2586
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 17.3 9.6 9.6 21.2 13.1 13.2 16.9 0.0 18.6 16.1 0.0 0.0
Incr Delay (d2), s/veh 1.7 0.5 0.5 15.2 0.4 0.9 0.2 0.0 1.0 0.4 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 1.0 1.1 0.1 0.9 1.0 0.4 0.0 0.3 0.8 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.0 10.1 10.1 36.4 13.6 14.2 17.1 0.0 19.7 16.6 0.0 0.0
LnGrp LOS B B B D B B B A B B A A
Approach Vol, veh/h 499 419 72 101
Approach Delay, s/veh 11.8 13.9 18.0 16.6
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.4 15.8 8.5 8.3 5.3 20.9 7.1 9.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 30.0 65.0 30.0 12.0 15.0 65.0 15.0 35.0
Max Q Clear Time (g_c+I1), s 4.1 5.2 4.2 2.7 2.1 5.5 3.0 0.0
Green Ext Time (p_c), s 0.4 4.8 0.3 0.0 0.0 4.3 0.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement.
95 of 120
Lanes, Volumes, Timings
6: Industry Dr SW/Outlet Collection Way & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)99 421 21 123 251 407 16 24 144 372 49 104
Future Volume (vph)99 421 21 123 251 407 16 24 144 372 49 104
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)375 0 325 325 165 0 0 0
Storage Lanes 1 0 1 2 1 0 1 1
Taper Length (ft)25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph)40 40 30 25
Link Distance (ft)924 715 945 365
Travel Time (s)15.8 12.2 21.5 10.0
Confl. Peds. (#/hr)4 7 2 3
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Heavy Vehicles (%)1% 6% 10% 7% 8% 1% 0% 4% 4% 1% 0% 1%
Shared Lane Traffic (%)30%
Turn Type Prot NA Prot NA Perm pm+pt NA pm+pt NA Perm
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 2 4 8 8
Detector Phase 1 6 5 2 2 7 4 3 8 8
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)10.0 33.0 10.0 37.0 37.0 10.0 43.0 10.0 40.0 40.0
Total Split (s)50.0 55.0 25.0 55.0 55.0 20.0 25.0 75.0 55.0 55.0
Total Split (%)24.4% 26.8% 12.2% 26.8% 26.8% 9.8% 12.2% 36.6% 26.8% 26.8%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min Min None None None None None
Intersection Summary
Area Type:Other
Cycle Length: 205
Actuated Cycle Length: 91.2
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Splits and Phases: 6: Industry Dr SW/Outlet Collection Way & 15th St SW
96 of 120
HCM 6th Signalized Intersection Summary
6: Industry Dr SW/Outlet Collection Way & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 99 421 21 123 251 407 16 24 144 372 49 104
Future Volume (veh/h) 99 421 21 123 251 407 16 24 144 372 49 104
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1811 1811 1796 1781 1885 1900 1841 1841 1885 1900 1885
Adj Flow Rate, veh/h 102 434 22 127 259 24 16 25 148 384 51 2
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 1 6 6 7 8 1 0 4 4 1 0 1
Cap, veh/h 137 721 36 165 1150 372 358 35 207 561 662 555
Arrive On Green 0.08 0.22 0.22 0.10 0.24 0.24 0.02 0.15 0.15 0.22 0.35 0.35
Sat Flow, veh/h 1795 3331 168 1711 4863 1574 1810 230 1360 1795 1900 1593
Grp Volume(v), veh/h 102 224 232 127 259 24 16 0 173 384 51 2
Grp Sat Flow(s),veh/h/ln 1795 1721 1779 1711 1621 1574 1810 0 1590 1795 1900 1593
Q Serve(g_s), s 3.5 7.3 7.4 4.5 2.7 0.7 0.5 0.0 6.5 10.2 1.1 0.1
Cycle Q Clear(g_c), s 3.5 7.3 7.4 4.5 2.7 0.7 0.5 0.0 6.5 10.2 1.1 0.1
Prop In Lane 1.00 0.09 1.00 1.00 1.00 0.86 1.00 1.00
Lane Grp Cap(c), veh/h 137 373 385 165 1150 372 358 0 242 561 662 555
V/C Ratio(X)0.74 0.60 0.60 0.77 0.23 0.06 0.04 0.00 0.71 0.68 0.08 0.00
Avail Cap(c_a), veh/h 1291 1374 1421 547 3885 1257 756 0 508 2182 1518 1273
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 28.3 22.1 22.1 27.6 19.3 18.5 21.7 0.0 25.2 15.2 13.7 13.3
Incr Delay (d2), s/veh 7.8 1.6 1.5 7.4 0.1 0.1 0.1 0.0 3.9 1.5 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 2.8 2.9 2.0 0.9 0.3 0.2 0.0 2.6 4.0 0.5 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.1 23.6 23.6 35.0 19.4 18.6 21.7 0.0 29.1 16.7 13.7 13.3
LnGrp LOS D C C D B B C A C B B B
Approach Vol, veh/h 558 410 189 437
Approach Delay, s/veh 25.9 24.2 28.5 16.3
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.8 19.8 18.5 14.5 11.0 18.6 6.2 26.8
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 45.0 50.0 70.0 20.0 20.0 50.0 15.0 50.0
Max Q Clear Time (g_c+I1), s 5.5 4.7 12.2 8.5 6.5 9.4 2.5 3.1
Green Ext Time (p_c), s 0.3 1.8 1.3 0.7 0.2 2.7 0.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement.
97 of 120
Lanes, Volumes, Timings
7: Perimeter Rd & 15th St SW 09/30/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - PM Peak Hour
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 862 65 56 707 96 143
Future Volume (vph) 862 65 56 707 96 143
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)175 450 0 0
Storage Lanes 0 2 2 1
Taper Length (ft)25 25
Right Turn on Red Yes Yes
Link Speed (mph)40 40 35
Link Distance (ft)715 1348 941
Travel Time (s)12.2 23.0 18.3
Confl. Peds. (#/hr)1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%)3% 25% 9% 2% 13% 6%
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot Perm
Protected Phases 6 5 2 7
Permitted Phases 7
Detector Phase 6 5 2 7 7
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0
Minimum Split (s)29.0 10.0 10.0 38.0 38.0
Total Split (s)75.0 35.0 75.0 31.0 31.0
Total Split (%)53.2% 24.8% 53.2% 22.0% 22.0%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min Min Min
Intersection Summary
Area Type:Other
Cycle Length: 141
Actuated Cycle Length: 51.3
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Splits and Phases: 7: Perimeter Rd & 15th St SW
98 of 120
HCM 6th Signalized Intersection Summary
7: Perimeter Rd & 15th St SW 09/30/2019
Supervalu Site Auburn Synchro 10 Report
2020 Without Project - PM Peak Hour
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 862 65 56 707 96 143
Future Volume (veh/h) 862 65 56 707 96 143
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1767 1870 1707 1811
Adj Flow Rate, veh/h 937 0 61 768 104 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 9 2 13 6
Cap, veh/h 1653 197 2299 371
Arrive On Green 0.47 0.00 0.06 0.65 0.12 0.00
Sat Flow, veh/h 3711 0 3264 3647 3155 1535
Grp Volume(v), veh/h 937 0 61 768 104 0
Grp Sat Flow(s),veh/h/ln 1763 0 1632 1777 1577 1535
Q Serve(g_s), s 8.2 0.0 0.8 4.1 1.3 0.0
Cycle Q Clear(g_c), s 8.2 0.0 0.8 4.1 1.3 0.0
Prop In Lane 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1653 197 2299 371
V/C Ratio(X)0.57 0.31 0.33 0.28
Avail Cap(c_a), veh/h 5809 2305 5856 1931
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 8.2 0.0 19.1 3.4 17.1 0.0
Incr Delay (d2), s/veh 0.4 0.0 1.3 0.1 0.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 0.0 0.3 0.4 0.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.5 0.0 20.4 3.5 17.5 0.0
LnGrp LOS A C A B
Approach Vol, veh/h 937 A 829 104 A
Approach Delay, s/veh 8.5 4.7 17.5
Approach LOS A A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 32.5 10.0 7.6 24.9
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 70.0 26.0 30.0 70.0
Max Q Clear Time (g_c+I1), s 6.1 3.3 2.8 10.2
Green Ext Time (p_c), s 5.9 0.3 0.2 9.7
Intersection Summary
HCM 6th Ctrl Delay 7.3
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.
99 of 120
Transportation Impact Analysis
Bridge Auburn Supervalue Site
2020 With Project
100 of 120
Lanes, Volumes, Timings
1: C St SW & SR 18 EB Ramp 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 435 201 92 908 457 27
Future Volume (vph) 435 201 92 908 457 27
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Storage Length (ft)385 0 425 0
Storage Lanes 1 1 1 0
Taper Length (ft)25 25
Right Turn on Red Yes Yes
Link Speed (mph)25 40 40
Link Distance (ft)946 862 561
Travel Time (s)25.8 14.7 9.6
Confl. Peds. (#/hr)4
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles (%)3% 13% 14% 7% 11% 7%
Shared Lane Traffic (%)
Turn Type Prot Perm Prot NA NA
Protected Phases 1 7 4 8
Permitted Phases 1
Detector Phase 1 1 7 4 8
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 10.0 10.0
Minimum Split (s)35.0 35.0 9.5 15.0 15.0
Total Split (s)40.0 40.0 34.5 55.0 55.0
Total Split (%)30.9% 30.9% 26.6% 42.5% 42.5%
Yellow Time (s)4.0 4.0 3.5 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 4.5 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize?Yes Yes
Recall Mode None None None Min None
Intersection Summary
Area Type:Other
Cycle Length: 129.5
Actuated Cycle Length: 78.4
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: C St SW & SR 18 EB Ramp
101 of 120
HCM 6th Signalized Intersection Summary
1: C St SW & SR 18 EB Ramp 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - AM Peak Hour
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 435 201 92 908 457 27
Future Volume (veh/h) 435 201 92 908 457 27
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1709 1573 1559 1654 1600 1600
Adj Flow Rate, veh/h 435 109 92 908 457 27
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 3 13 14 7 11 11
Cap, veh/h 551 451 155 1458 790 47
Arrive On Green 0.34 0.34 0.10 0.46 0.27 0.27
Sat Flow, veh/h 1628 1333 1485 3226 2997 172
Grp Volume(v), veh/h 435 109 92 908 238 246
Grp Sat Flow(s),veh/h/ln 1628 1333 1485 1572 1520 1569
Q Serve(g_s), s 12.2 3.0 3.0 11.0 6.8 6.9
Cycle Q Clear(g_c), s 12.2 3.0 3.0 11.0 6.8 6.9
Prop In Lane 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 551 451 155 1458 412 425
V/C Ratio(X)0.79 0.24 0.59 0.62 0.58 0.58
Avail Cap(c_a), veh/h 1126 922 880 3106 1502 1550
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.1 12.1 21.6 10.2 15.9 16.0
Incr Delay (d2), s/veh 3.6 0.4 4.4 0.6 1.8 1.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.5 0.0 1.1 2.8 2.2 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.7 12.4 26.0 10.9 17.8 17.8
LnGrp LOS B B C B B B
Approach Vol, veh/h 544 1000 484
Approach Delay, s/veh 17.5 12.2 17.8
Approach LOS B B B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 28.5 22.1 9.8 18.7
Change Period (Y+Rc), s 5.0 5.0 4.5 5.0
Max Green Setting (Gmax), s 50.0 35.0 30.0 50.0
Max Q Clear Time (g_c+I1), s 13.0 14.2 5.0 8.9
Green Ext Time (p_c), s 10.5 2.9 0.3 4.4
Intersection Summary
HCM 6th Ctrl Delay 15.0
HCM 6th LOS B
102 of 120
Lanes, Volumes, Timings
2: C St SW & 8th St SW 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)88 16 9 914 552 58
Future Volume (vph)88 16 9 914 552 58
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Satd. Flow (prot)1548 0 0 3345 3243 0
Flt Permitted 0.959 0.949
Satd. Flow (perm)1548 0 0 3174 3243 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR)9 15
Link Speed (mph)25 40 40
Link Distance (ft)998 1775 862
Travel Time (s)27.2 30.3 14.7
Confl. Peds. (#/hr)1
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Heavy Vehicles (%) 18% 0% 0% 8% 10% 5%
Shared Lane Traffic (%)
Lane Group Flow (vph) 117 0 0 1037 685 0
Turn Type Prot pm+pt NA NA
Protected Phases 6 7 4 8
Permitted Phases 4
Detector Phase 6 7 4 8
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0
Minimum Split (s)9.0 9.0 9.0 28.0
Total Split (s)29.0 19.0 49.0 49.0
Total Split (%)29.9% 19.6% 50.5% 50.5%
Yellow Time (s)3.0 3.0 3.0 3.0
All-Red Time (s)1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0
Total Lost Time (s)4.0 4.0 4.0
Lead/Lag Lead Lag
Lead-Lag Optimize?Yes Yes
Recall Mode None None Min Min
Act Effct Green (s)10.3 32.5 32.5
Actuated g/C Ratio 0.22 0.70 0.70
v/c Ratio 0.33 0.47 0.30
Control Delay 18.5 6.0 4.7
Queue Delay 0.0 0.0 0.0
Total Delay 18.5 6.0 4.7
LOS B A A
Approach Delay 18.5 6.0 4.7
Approach LOS B A A
Intersection Summary
Area Type:Other
Cycle Length: 97
Actuated Cycle Length: 46.6
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
103 of 120
Lanes, Volumes, Timings
2: C St SW & 8th St SW 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - AM Peak Hour
Maximum v/c Ratio: 0.47
Intersection Signal Delay: 6.3 Intersection LOS: A
Intersection Capacity Utilization 44.1%ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 2: C St SW & 8th St SW
104 of 120
Lanes, Volumes, Timings
3: C St SW & 15th St SW 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 230 82 195 722 163 388
Future Volume (vph) 230 82 195 722 163 388
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)215 0 0 0
Storage Lanes 1 1 1 1
Taper Length (ft)25 25
Right Turn on Red Yes Yes
Link Speed (mph)40 40 40
Link Distance (ft)303 466 1775
Travel Time (s)5.2 7.9 30.3
Confl. Peds. (#/hr)2
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Heavy Vehicles (%) 16% 13% 2% 5% 9% 10%
Shared Lane Traffic (%)
Turn Type Prot Prot Prot NA NA pm+ov
Protected Phases 6 6 7 4 8 6
Permitted Phases 8
Detector Phase 6 6 7 4 8 6
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 8.0 8.0 5.0
Minimum Split (s)10.0 10.0 10.0 13.0 42.0 10.0
Total Split (s)50.0 50.0 30.0 40.0 65.0 50.0
Total Split (%)34.5% 34.5% 20.7% 27.6% 44.8% 34.5%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize?Yes Yes
Recall Mode None None None Min Min None
Intersection Summary
Area Type:Other
Cycle Length: 145
Actuated Cycle Length: 59.7
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 3: C St SW & 15th St SW
105 of 120
HCM 6th Signalized Intersection Summary
3: C St SW & 15th St SW 09/17/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - AM Peak Hour
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 230 82 195 722 163 388
Future Volume (veh/h) 230 82 195 722 163 388
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1663 1707 1870 1826 1767 1752
Adj Flow Rate, veh/h 267 2 227 840 190 0
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Percent Heavy Veh, % 16 13 2 5 9 10
Cap, veh/h 459 216 312 1073 497
Arrive On Green 0.15 0.15 0.18 0.59 0.28 0.00
Sat Flow, veh/h 3072 1447 1781 1826 1767 1485
Grp Volume(v), veh/h 267 2 227 840 190 0
Grp Sat Flow(s),veh/h/ln 1536 1447 1781 1826 1767 1485
Q Serve(g_s), s 3.1 0.0 4.6 13.4 3.3 0.0
Cycle Q Clear(g_c), s 3.1 0.0 4.6 13.4 3.3 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 459 216 312 1073 497
V/C Ratio(X)0.58 0.01 0.73 0.78 0.38
Avail Cap(c_a), veh/h 3634 1711 1171 1680 2786
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 15.1 13.8 14.8 6.0 11.0 0.0
Incr Delay (d2), s/veh 1.2 0.0 3.9 1.6 0.6 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.0 1.7 2.0 1.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.2 13.8 18.7 7.5 11.6 0.0
LnGrp LOS B B B A B
Approach Vol, veh/h 269 1067 190 A
Approach Delay, s/veh 16.2 9.9 11.6
Approach LOS B A B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 27.4 10.7 11.7 15.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 35.0 45.0 25.0 60.0
Max Q Clear Time (g_c+I1), s 15.4 5.1 6.6 5.3
Green Ext Time (p_c), s 7.0 1.0 0.7 1.3
Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
Notes
Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.
106 of 120
Lanes, Volumes, Timings
8: 15th St SW & Site Access 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - AM Peak Hour
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph)0 312 545 38 0 12
Future Volume (vph)0 312 545 38 0 12
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Link Speed (mph)40 40 25
Link Distance (ft)412 937 348
Travel Time (s)7.0 16.0 9.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%)0% 15% 6% 21% 0% 17%
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
107 of 120
HCM 6th TWSC
8: 15th St SW & Site Access 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - AM Peak Hour
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 312 545 38 0 12
Future Vol, veh/h 0 312 545 38 0 12
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 92 92 92 92 92
Heavy Vehicles, % 0 15 6 21 0 17
Mvmt Flow 0 339 592 41 0 13
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 317
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 7.24
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.47
Pot Cap-1 Maneuver 0 - - - 0 636
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, %- - -
Mov Cap-1 Maneuver - - - - - 636
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0 0 10.8
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)- - - 636
HCM Lane V/C Ratio - - - 0.021
HCM Control Delay (s) - - - 10.8
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.1
108 of 120
Lanes, Volumes, Timings
4: O St SW/Outlet Collection Dr & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 304 368 252 47 360 35 213 82 21 62 112 318
Future Volume (vph) 304 368 252 47 360 35 213 82 21 62 112 318
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)385 0 135 0 265 310 135 0
Storage Lanes 2 1 1 0 1 1 1 2
Taper Length (ft)25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph)40 40 30 25
Link Distance (ft)785 1172 554 610
Travel Time (s)13.4 20.0 12.6 16.6
Confl. Peds. (#/hr)1 5 7
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%)0% 5% 5% 0% 7% 0% 4% 0% 10% 5% 0% 1%
Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Prot NA pt+ov
Protected Phases 1 6 5 2 7 4 3 8 8 1
Permitted Phases 6
Detector Phase 1 6 6 5 2 7 4 3 8 8 1
Switch Phase
Minimum Initial (s)8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0
Minimum Split (s)13.0 37.0 37.0 13.0 39.0 13.0 47.0 13.0 13.0
Total Split (s)45.0 70.0 70.0 20.0 70.0 35.0 35.0 35.0 35.0
Total Split (%)24.3% 37.8% 37.8% 10.8% 37.8% 18.9% 18.9% 18.9% 18.9%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min Min None Min None None None None
Intersection Summary
Area Type:Other
Cycle Length: 185
Actuated Cycle Length: 77.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Splits and Phases: 4: O St SW/Outlet Collection Dr & 15th St SW
109 of 120
HCM 6th Signalized Intersection Summary
4: O St SW/Outlet Collection Dr & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 304 368 252 47 360 35 213 82 21 62 112 318
Future Volume (veh/h) 304 368 252 47 360 35 213 82 21 62 112 318
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1826 1826 1900 1796 1796 1841 1900 1900 1826 1900 1885
Adj Flow Rate, veh/h 317 383 31 49 375 36 222 85 22 65 117 137
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 0 5 5 0 7 7 4 0 0 5 0 1
Cap, veh/h 521 881 392 140 833 79 491 248 64 214 284 838
Arrive On Green 0.15 0.25 0.25 0.08 0.18 0.18 0.14 0.17 0.17 0.12 0.15 0.15
Sat Flow, veh/h 3510 3469 1544 1810 4554 430 3401 1451 376 1739 1900 2812
Grp Volume(v), veh/h 317 383 31 49 267 144 222 0 107 65 117 137
Grp Sat Flow(s),veh/h/ln 1755 1735 1544 1810 1635 1715 1700 0 1827 1739 1900 1406
Q Serve(g_s), s 4.5 4.9 0.8 1.4 3.9 4.0 3.2 0.0 2.8 1.8 3.0 1.9
Cycle Q Clear(g_c), s 4.5 4.9 0.8 1.4 3.9 4.0 3.2 0.0 2.8 1.8 3.0 1.9
Prop In Lane 1.00 1.00 1.00 0.25 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 521 881 392 140 598 314 491 0 313 214 284 838
V/C Ratio(X)0.61 0.43 0.08 0.35 0.45 0.46 0.45 0.00 0.34 0.30 0.41 0.16
Avail Cap(c_a), veh/h 2630 4224 1880 508 3981 2088 1911 0 1027 977 1068 1998
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 21.3 16.7 15.2 23.4 19.4 19.4 20.9 0.0 19.5 21.3 20.6 13.8
Incr Delay (d2), s/veh 1.1 0.3 0.1 1.5 0.5 1.0 0.7 0.0 0.6 0.8 1.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 1.7 0.3 0.6 1.3 1.5 1.2 0.0 1.1 0.7 1.3 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.4 17.0 15.2 24.8 19.9 20.5 21.6 0.0 20.1 22.1 21.5 13.9
LnGrp LOS C B B C B C C A C C C B
Approach Vol, veh/h 731 460 329 319
Approach Delay, s/veh 19.3 20.6 21.1 18.4
Approach LOS B C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.9 14.8 11.6 14.1 9.1 18.6 12.7 13.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 40.0 65.0 30.0 30.0 15.0 65.0 30.0 30.0
Max Q Clear Time (g_c+I1), s 6.5 6.0 3.8 4.8 3.4 6.9 5.2 5.0
Green Ext Time (p_c), s 1.1 2.7 0.1 0.5 0.1 2.7 0.7 1.2
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
110 of 120
Lanes, Volumes, Timings
5: Market St SW & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)87 375 2 3 326 99 42 5 20 94 0 89
Future Volume (vph)87 375 2 3 326 99 42 5 20 94 0 89
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)385 0 215 0 0 0 0 0
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft)25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph)40 40 25 25
Link Distance (ft)1172 924 278 200
Travel Time (s)20.0 15.8 7.6 5.5
Confl. Peds. (#/hr)2 3 4 3
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles (%)0% 7% 0% 0% 8% 3% 0% 0% 0% 2% 0% 2%
Shared Lane Traffic (%)50%
Turn Type Prot NA Prot NA pm+pt NA pm+pt NA Perm
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 4 8 8
Detector Phase 1 6 5 2 7 4 3 8 8
Switch Phase
Minimum Initial (s)8.0 5.0 8.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)13.0 29.0 13.0 40.0 10.0 43.0 10.0 43.0 43.0
Total Split (s)35.0 70.0 20.0 70.0 20.0 17.0 35.0 40.0 40.0
Total Split (%)21.2% 42.4% 12.1% 42.4% 12.1% 10.3% 21.2% 24.2% 24.2%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None None
Intersection Summary
Area Type:Other
Cycle Length: 165
Actuated Cycle Length: 62
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Splits and Phases: 5: Market St SW & 15th St SW
111 of 120
HCM 6th Signalized Intersection Summary
5: Market St SW & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 87 375 2 3 326 99 42 5 20 94 0 89
Future Volume (veh/h) 87 375 2 3 326 99 42 5 20 94 0 89
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 0.99 0.99 0.99 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1796 1796 1900 1781 1781 1900 1900 1900 1870 1900 1870
Adj Flow Rate, veh/h 94 403 2 3 351 106 45 5 22 101 0 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 0 7 7 0 8 8 0 0 0 2 0 2
Cap, veh/h 225 1332 7 12 992 286 358 23 101 389 0 342
Arrive On Green 0.12 0.38 0.38 0.01 0.26 0.26 0.05 0.08 0.08 0.08 0.00 0.00
Sat Flow, veh/h 1810 3482 17 1810 3744 1078 1810 304 1338 1781 0 3170
Grp Volume(v), veh/h 94 197 208 3 302 155 45 0 27 101 0 0
Grp Sat Flow(s),veh/h/ln 1810 1706 1793 1810 1621 1580 1810 0 1642 1781 0 1585
Q Serve(g_s), s 2.1 3.6 3.6 0.1 3.3 3.5 1.0 0.0 0.7 2.2 0.0 0.0
Cycle Q Clear(g_c), s 2.1 3.6 3.6 0.1 3.3 3.5 1.0 0.0 0.7 2.2 0.0 0.0
Prop In Lane 1.00 0.01 1.00 0.68 1.00 0.81 1.00 1.00
Lane Grp Cap(c), veh/h 225 653 686 12 859 419 358 0 124 389 0 342
V/C Ratio(X)0.42 0.30 0.30 0.25 0.35 0.37 0.13 0.00 0.22 0.26 0.00 0.00
Avail Cap(c_a), veh/h 1235 2523 2651 617 4794 2336 888 0 448 1461 0 2524
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 17.8 9.5 9.5 21.7 13.1 13.2 17.3 0.0 19.1 16.6 0.0 0.0
Incr Delay (d2), s/veh 1.8 0.4 0.4 15.2 0.4 0.9 0.2 0.0 1.1 0.4 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 1.0 1.1 0.1 1.0 1.1 0.4 0.0 0.3 0.9 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.5 9.9 9.9 36.9 13.5 14.1 17.5 0.0 20.2 17.0 0.0 0.0
LnGrp LOS B A A D B B B A C B A A
Approach Vol, veh/h 499 460 72 101
Approach Delay, s/veh 11.7 13.9 18.5 17.0
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.5 16.6 8.5 8.3 5.3 21.8 7.1 9.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 30.0 65.0 30.0 12.0 15.0 65.0 15.0 35.0
Max Q Clear Time (g_c+I1), s 4.1 5.5 4.2 2.7 2.1 5.6 3.0 0.0
Green Ext Time (p_c), s 0.4 5.4 0.3 0.0 0.0 4.3 0.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement.
112 of 120
Lanes, Volumes, Timings
6: Industry Dr SW/Outlet Collection Way & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)99 421 21 123 289 407 16 24 144 372 49 104
Future Volume (vph)99 421 21 123 289 407 16 24 144 372 49 104
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)375 0 325 325 165 0 0 0
Storage Lanes 1 0 1 2 1 0 1 1
Taper Length (ft)25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph)40 40 30 25
Link Distance (ft)924 715 945 365
Travel Time (s)15.8 12.2 21.5 10.0
Confl. Peds. (#/hr)4 7 2 3
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Heavy Vehicles (%)1% 6% 10% 7% 9% 1% 0% 4% 4% 1% 0% 1%
Shared Lane Traffic (%)30%
Turn Type Prot NA Prot NA Perm pm+pt NA pm+pt NA Perm
Protected Phases 1 6 5 2 7 4 3 8
Permitted Phases 2 4 8 8
Detector Phase 1 6 5 2 2 7 4 3 8 8
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)10.0 33.0 10.0 37.0 37.0 10.0 43.0 10.0 40.0 40.0
Total Split (s)50.0 55.0 25.0 55.0 55.0 20.0 25.0 75.0 55.0 55.0
Total Split (%)24.4% 26.8% 12.2% 26.8% 26.8% 9.8% 12.2% 36.6% 26.8% 26.8%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min Min None None None None None
Intersection Summary
Area Type:Other
Cycle Length: 205
Actuated Cycle Length: 91.2
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Splits and Phases: 6: Industry Dr SW/Outlet Collection Way & 15th St SW
113 of 120
HCM 6th Signalized Intersection Summary
6: Industry Dr SW/Outlet Collection Way & 15th St SW 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 99 421 21 123 289 407 16 24 144 372 49 104
Future Volume (veh/h) 99 421 21 123 289 407 16 24 144 372 49 104
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1811 1811 1796 1767 1885 1900 1841 1841 1885 1900 1885
Adj Flow Rate, veh/h 102 434 22 127 298 24 16 25 148 384 51 2
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 1 6 6 7 9 1 0 4 4 1 0 1
Cap, veh/h 137 721 36 165 1141 372 358 35 207 561 662 555
Arrive On Green 0.08 0.22 0.22 0.10 0.24 0.24 0.02 0.15 0.15 0.22 0.35 0.35
Sat Flow, veh/h 1795 3331 168 1711 4823 1574 1810 230 1360 1795 1900 1593
Grp Volume(v), veh/h 102 224 232 127 298 24 16 0 173 384 51 2
Grp Sat Flow(s),veh/h/ln 1795 1721 1779 1711 1608 1574 1810 0 1590 1795 1900 1593
Q Serve(g_s), s 3.5 7.3 7.4 4.5 3.1 0.7 0.5 0.0 6.5 10.2 1.1 0.1
Cycle Q Clear(g_c), s 3.5 7.3 7.4 4.5 3.1 0.7 0.5 0.0 6.5 10.2 1.1 0.1
Prop In Lane 1.00 0.09 1.00 1.00 1.00 0.86 1.00 1.00
Lane Grp Cap(c), veh/h 137 373 385 165 1141 372 358 0 242 561 662 555
V/C Ratio(X)0.74 0.60 0.60 0.77 0.26 0.06 0.04 0.00 0.71 0.68 0.08 0.00
Avail Cap(c_a), veh/h 1291 1374 1421 547 3852 1257 756 0 508 2182 1518 1273
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 28.3 22.1 22.1 27.6 19.4 18.5 21.7 0.0 25.2 15.2 13.7 13.3
Incr Delay (d2), s/veh 7.8 1.6 1.5 7.4 0.1 0.1 0.1 0.0 3.9 1.5 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 2.8 2.9 2.0 1.1 0.3 0.2 0.0 2.6 4.0 0.5 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.1 23.6 23.6 35.0 19.6 18.6 21.7 0.0 29.1 16.7 13.7 13.3
LnGrp LOS D C C D B B C A C B B B
Approach Vol, veh/h 558 449 189 437
Approach Delay, s/veh 25.9 23.9 28.5 16.3
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.8 19.8 18.5 14.5 11.0 18.6 6.2 26.8
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 45.0 50.0 70.0 20.0 20.0 50.0 15.0 50.0
Max Q Clear Time (g_c+I1), s 5.5 5.1 12.2 8.5 6.5 9.4 2.5 3.1
Green Ext Time (p_c), s 0.3 2.1 1.3 0.7 0.2 2.7 0.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement.
114 of 120
Lanes, Volumes, Timings
7: Perimeter Rd & 15th St SW 09/30/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - PM Peak Hour
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 862 65 56 745 96 143
Future Volume (vph) 862 65 56 745 96 143
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)175 450 0 0
Storage Lanes 0 2 2 1
Taper Length (ft)25 25
Right Turn on Red Yes Yes
Link Speed (mph)40 40 35
Link Distance (ft)715 461 941
Travel Time (s)12.2 7.9 18.3
Confl. Peds. (#/hr)1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%)3% 25% 9% 3% 13% 6%
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot Perm
Protected Phases 6 5 2 7
Permitted Phases 7
Detector Phase 6 5 2 7 7
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0
Minimum Split (s)29.0 10.0 10.0 38.0 38.0
Total Split (s)75.0 35.0 75.0 31.0 31.0
Total Split (%)53.2% 24.8% 53.2% 22.0% 22.0%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0
All-Red Time (s)1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min Min Min
Intersection Summary
Area Type:Other
Cycle Length: 141
Actuated Cycle Length: 51.3
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Splits and Phases: 7: Perimeter Rd & 15th St SW
115 of 120
HCM 6th Signalized Intersection Summary
7: Perimeter Rd & 15th St SW 09/30/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - PM Peak Hour
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 862 65 56 745 96 143
Future Volume (veh/h) 862 65 56 745 96 143
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1767 1856 1707 1811
Adj Flow Rate, veh/h 937 0 61 810 104 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 9 3 13 6
Cap, veh/h 1653 197 2281 371
Arrive On Green 0.47 0.00 0.06 0.65 0.12 0.00
Sat Flow, veh/h 3711 0 3264 3618 3155 1535
Grp Volume(v), veh/h 937 0 61 810 104 0
Grp Sat Flow(s),veh/h/ln 1763 0 1632 1763 1577 1535
Q Serve(g_s), s 8.2 0.0 0.8 4.5 1.3 0.0
Cycle Q Clear(g_c), s 8.2 0.0 0.8 4.5 1.3 0.0
Prop In Lane 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1653 197 2281 371
V/C Ratio(X)0.57 0.31 0.36 0.28
Avail Cap(c_a), veh/h 5809 2305 5809 1931
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 8.2 0.0 19.1 3.4 17.1 0.0
Incr Delay (d2), s/veh 0.4 0.0 1.3 0.1 0.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 0.0 0.3 0.5 0.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.5 0.0 20.4 3.5 17.5 0.0
LnGrp LOS A C A B
Approach Vol, veh/h 937 A 871 104 A
Approach Delay, s/veh 8.5 4.7 17.5
Approach LOS A A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 32.5 10.0 7.6 24.9
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 70.0 26.0 30.0 70.0
Max Q Clear Time (g_c+I1), s 6.5 3.3 2.8 10.2
Green Ext Time (p_c), s 6.4 0.3 0.2 9.7
Intersection Summary
HCM 6th Ctrl Delay 7.3
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.
116 of 120
Lanes, Volumes, Timings
8: 15th St SW & Site Access 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - PM Peak Hour
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph)0 1005 763 14 0 38
Future Volume (vph)0 1005 763 14 0 38
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Link Speed (mph)40 40 25
Link Distance (ft)461 887 297
Travel Time (s)7.9 15.1 8.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%)0% 3% 3% 21% 0% 2%
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
117 of 120
HCM 6th TWSC
8: 15th St SW & Site Access 09/19/2019
Supervalu Site Auburn Synchro 10 Report
2020 With Project - PM Peak Hour
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 1005 763 14 0 38
Future Vol, veh/h 0 1005 763 14 0 38
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 92 92 92 92 92
Heavy Vehicles, % 0 3 3 21 0 2
Mvmt Flow 0 1092 829 15 0 41
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 422
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - - 0 580
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, %- - -
Mov Cap-1 Maneuver - - - - - 580
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB SB
HCM Control Delay, s 0 0 11.7
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h)- - - 580
HCM Lane V/C Ratio - - - 0.071
HCM Control Delay (s) - - - 11.7
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.2
118 of 120
Transportation Impact Analysis
Bridge Auburn Supervalue Site
Appendix C
Detailed Trip Generation Calculations
119 of 120
ITELand UseUnits 1LUC 2In Out Trip Rate In Out TotalTruck % 3Enter Exit Total Enter Exit Total DailyProposed Use:Warehousing203,000 GFA15050%50%Equation18318336620%363773147146293Net New Daily Trips = 183183366363773147146293AM Peak HourProposed Use:Warehousing203,000 GFA15077%23%Equation38125020%8210301040Net New AM Peak Hour Trips = 3812508210301040PM Peak HourProposed Use:Warehousing203,000 GFA15027%73%Equation14385220%3710113142Net New PM Peak Hour Trips = 1438523710113142Notes:2 Institute of Transportation Engineers, Trip Generation Manual, 10th edition, Land Use Code. 3 Truck percentage based on ITE Trip Generation Handbook, 3rd Edition, 2017.Truck Trip GenerationNon-Truck Trip 1 GFA = Gross Floor Area.Directional Distribution Trips GeneratedSupervalue Site (Auburn)Trip Generation Summary9/19/2019 120 of 120