HomeMy WebLinkAbout2022-09-13 Planning PACKET
ASHLAND PLANNING COMMISSION
STUDY SESSION
DRAFT Minutes
August 9, 2022
I. CALL TO ORDER: 7:00 PM, via Zoom
Chair Haywood Norton called the meeting to order at 7:00 p.m.
Commissioners Present: Staff Present:
Michael Dawkins Bill Molnar, Community Development Director
Haywood Norton Brandon Goldman, Planning Manager
Lynn Thompson Derek Severson, Senior Planner
Lisa Verner Michael Sullivan, Administrative Assistant
Doug Knauer
Eric Herron
Absent Members: Council Liaison:
Kerry KenCairn Paula Hyatt
II. ANNOUNCEMENTS
Community Development Director Bill Molnar made the following announcement:
The City Council was unable to discuss the restructuring of the City’s Commissions at its August 2, 2022
meeting due to time constraints, and will be taken up at its next meeting. This delay will provide Mr. Molnar and
Associate Planner Aaron Anderson time to collect input from members of the Tree Commission and forward it to
the Council before the Council reconvenes to discuss this item.
Also on the Council’s agenda was a first reading of an ordinance modification of Chapter 13 of the Ashland
Municipal Code (AMC) which deals with public facilities. This is due to wireless cellular communication facilities
often needing to utilize the public Right-of-Way, while larger cellular buildings which would fall under AMC
Chapter 18. This item was likewise not discussed due to time-constraints and will be addressed at the Council’s
next meeting.
The Council had requested that staff update them regarding the Croman Mill Site development. The property
owner has submitted an application for the voluntary cleanup of the site to the Department of Environmental
Quality (DEQ), which will review the proposal and provide feedback. Townmakers LLC is still committed to
developing the site.
A discussion of the potential annexation of 1511 Highway 99 N. is scheduled to come before the Commission at
its September 13 meeting.
th
Chair Norton informed the Commission that he has submitted an email to City Manager Joe Lessard requesting that the Tree
Commission be retained as a full commission. The Tree Commission is still slated to be relegated to ad hoc status.
Ashland Planning Commission
August 9, 2022
Page 1 of 4
Commissioners Dawkins/Knauer m/s to approve the Consent Agenda. Voice Vote: all AYES. Motion passed. 6-0.
IV. PUBLIC FORUM - None
V. DISCUSSION ITEMS
Presentation
Senior Planner Derek Severson provided an update to the Commission regarding the state rulemaking timeline for Climate
Friendly & Equitable Communities (CFEC). He detailed how the Oregon Legislature had adopted the goal of reducing Oregon’s
greenhouse emissions by 75% by 2050, and that the state is currently set to miss this goal by a significant margin. In seeking to
avoid more severe weather events and wildfires suffered by Oregon in recent years, Governor Kate Brown has directed state
agencies to create Climate Friendly Areas (CFAs) to reduce greenhouse emissions by encouraging residents to rely more heavily
on public transit, cycling, and vehicles that utilize renewable energy.
Mr. Severson detailed how these CFAs would be required to accommodate 30% of the City’s housing needs. The City would be
permitted to accomplish this using one of two strategies: the Prescriptive Option would require future CFAs to hold 15 dwelling
units per acre and buildings up of to 50ft; and the Outcomes Option where the City would need to develop a plan that would
create 20 homes and jobs per acre. Cities will be required to conduct a study to identify potential CFAs, which will then be sent to
the Department of Land Conservation and Development (DLCD) for review by December 31, 2023. Mr. Severson noted that not
every site identified in the study would necessarily become a CFA. Once the CFAs are identified, cities will need to update their
Comprehensive Plans and make any necessary changes to Land Use Codes by December 31, 2024.
Mr. Severson informed the Commission that, per the CFEC guidelines, 40% of all new multifamily and multi-use developments
parking must include an electrical conduit for electric vehicles. This change will be implemented through the building code, so it
will not come before the Commission. Mr. Severson noted that the City has seen more charging stations for electric vehicles in
recent years, but that the state was encouraging further development. Additional parking changes will be implemented by
December 31, 2022, and again by June 30, 2023 (see attachment #1).
Questions of Staff
Commission Thompson requested clarification regarding the requirement of CFAs to accommodate an additional 30% of the
City’s current population for future housing needs. Mr. Severson responded that the CFEC guidelines appear to reference the
total housing need of the community, and that the City’s housing capacity is currently at 90%. Therefore the implementation of
these new guidelines will require further discussion between the DLCD and staff. He added that a 30% expansion would be
feasible when considering the housing needs analysis.
Commission Verner questioned the state’s intention of implementing charges for large cities that mandate parking requirements
for future developments. Mr. Severson voiced the opinion that this was an attempt by the state to encourage the removal of
parking mandates. He added that cities like Eugene have implemented some of these programs, but that it is a complicated
process. Commissioner Knauer remarked that the state was making it difficult for cities to keep existing parking codes, and that
such a policy was based more in punishment than in reward. Mr. Severson agreed, pointing out that the state was strongly
encouraging residents to use bikes, public transportation, or to switch to electric vehicles.
Chair Norton stated that it would be beneficial for the Commission to be supplied with examples of the state-mandated high-
density housing, as this would better illustrate what the City would need to achieve. He pointed out that Commissioners Dawkins
and Thompson had been involved in a parking study in the past, and that the findings would be useful in determining future
parking code changes. Chair Norton concluded that residential parking programs are expensive to operate correctly.
Ashland Planning Commission
August 9, 2022
Page 2 of 4
Staff Presentation
Mr. Severson provided a presentation on the state’s reformation of parking mandates in cities. Beginning on December 31, 2022,
cities will no longer be able to enforce minimum parking mandates within ½ mile of frequent transit lanes. This will affect a wide
area of Ashland, as the City has a long and narrow configuration along transit routes. Cities could also no longer create parking
mandates for shelters, small units, affordable or public housing, childcare, or facilities for people with disabilities. This would lead
to fewer parking lots being developed and increase the available land for housing. Mr. Severson added that Corvallis found that
nearly 20% of its developable land was taken up by parking lots, driveways, and on-street parking, which made areas less
walkable and increased the need for car ownership. By June 30, 2023 cities will be required to choose one of three potential
approaches to improve parking management:
1.Repeal parking mandates
2.Adopt at least three fair parking policies (e.g. unbundling/flexible commute benefit)
3.Remove mandates for more development types and near CFAs
The state also recommended that cities adopt further parking provisions, which included shared parking, incentives for car shares,
and electric vehicle charging. Mr. Severson noted that future developments could still include parking, but that the City would no
longer involved in that process. In June of 2023 the City will be required to remove all off-street parking requirements in and
around identified CFAs, but that the Commission and City Council will ultimately need to determine whether to completely remove
parking mandates in the rest of the City. Staff recommended that the City continue to hold any parking included in future
developments to current installation and design standards, as well as existing parking maximums specified in the AMC (see
attachment #2).
Questions of Staff
Commissioner Verner voiced concern that the private market would not provide the level of parking necessary for the City to
remain an accessible tourist area. Mr. Severson stated that the downtown area is the greatest tourist destination in the City, which
currently does not have any parking mandates, and is instead an area with a high degree of foot-traffic.
Commissioner Herron requested clarification over the parking requirements for residences and lodging in the downtown area. Mr.
Severson responded that it is only required for lodging, such as hotels, and is only recommended for residences. Commissioner
Herron asked if there would be any incentives for developments to provide parking, to which Mr. Severson replied that it would be
up to the market. He added that most developers will likely provide parking in order to attract renters and businesses.
Commissioner Knauer inquired if the CFEC guidelines would affect the City’s ability to designate public parking, such as the lot on
Lithia Way, as this could adversely impact tourism. Mr. Severson responded that the CFEC guidelines do not include any
provisions precluding the development of parking in the public realm. Commissioner Herron remarked that the City had seen a
significant drop in the number of tourists using cars in the downtown area, and that many appear to be utilizing ride-share
companies from Medford, which could make parking less necessary in the main tourism areas. Commissioner Knauer expressed
apprehension at the prospect of private developers having sole discretion when determining whether to provide parking for future
developments.
Commissioner Thompson commented that the City could now become more responsible for the associated costs of on-street
parking if off-street parking mandates are removed from development approval criteria. It is unclear what the private market will
produce when the CFEC guidelines go into effect. She also expressed concern for how the removal of parking mandates might
affect elderly and disabled residents, and that the City would need to become more involved in managing residential parking close
to downtown.
Chair Norton suggested that the Commission consider Option 3, which would allow the City to set lower parking maximums in
order to encourage developers to provide some parking areas. He remarked that, even before the CFEC guidelines take effect,
limited parking is an issue in the City. There was general discussion regarding parking and evacuation routes in the City.
Ashland Planning Commission
August 9, 2022
Page 3 of 4
Mr. Molnar pointed out that the Plaza did require parking in the past, and also pointed to the structure as a good example of a
high-density mixed-use building under 50ft. He remarked that the CFEC guidelines could place a greater demand on on-street
parking, but that he had not received any indication from developers that they intended on providing less than one-space per unit
on future projects.
IV. ADJOURNMENT
Meeting adjourned at 8:03 p.m.
Submitted by,
Michael Sullivan, Administrative Assistant
Ashland Planning Commission
August 9, 2022
Page 4 of 4
DLCD uses a photo of downtown Ashland here to illustrate a Climate
Note:
Friendly Area…
By 6/30/23
Memo
Page 2of 2
Move that the Planning Commission ask Planning Staff to initiate amendments to the Land Use
Ordinance addressing allowances for food trucks and food carts in Ashland.
DEPT. OF COMMUNITY DEVELOPMENTTel: 541-488-5305
20 E. Main StreetFax: 541-552-2050
Ashland, Oregon 97520TTY: 800-735-2900
www.ashland.or.us
Planning Department, 51 Winburn Way, Ashland, Oregon 97520
541-488-5305 Fax: 541-552-2050 www.ashland.or.usTTY: 1-800-735-2900
NOTICE OFPUBLIC HEARING
PLANNING ACTION:
PA-APPEAL-2022-00016(AppealingPA-T1-2022-00187)
SUBJECT PROPERTY: 580 Clover Ln
APPLICANT/OWNER:Tesla/AsiaJohnson
APPELLANT:Stracker Solar / Jeff Sharpe
DESCRIPTION:AnappealofthestaffdecisionapprovingarequestforaConditionalUsePermitandSiteDesignReview
approvalstoallowfortheinstallationofanasphalt-pavedparkinglotwithapproximately24electricvehicle(EV)charging
stallsonanundevelopedsite.Theprojectproposestoinstallassociatedelectricalequipment(transformers,switchgears,
Teslasuperchargercabinetsandsurchargerposts),stormdrainageandwater(foronsiteirrigationonly)utilities,and
landscaping.COMPREHENSIVEPLANDESIGNATION:Employment;ZONING:E-1;
ASSESSOR’SMAP:391E14AA;TAXLOT:6801.
PLANNING COMMISSION HEARING:Tuesday,September 13, 2022 at 7:00 p.m.
at the Ashland Civic Center/City Council Chambers, 1175 East Main Street
Written testimony received by
these deadlines will be available for Planning Commissioners to review before the hearing and will be included in the meeting
minutes.
SITE DESIGN AND USE STANDARDS
18.5.2.050
The following criteria shall be used to approve or deny an application:
A.Underlying Zone:The proposal complies with all of the applicable provisions of the underlying zone (part 18.2), including but not limited to:building and
yard setbacks, lot area and dimensions, density and floor area, lot coverage, building height, building orientation, architecture, and other applicable
standards.
B. Overlay Zones:The proposal complies with applicable overlay zone requirements (part 18.3).
C.Site Development and Design Standards:The proposal complies with the applicable Site Development and Design Standards of part 18.4, except as
provided by subsection E, below.
D.City Facilities:The proposal complies with the applicable standards in section 18.4.6 Public Facilities and that adequate capacity of City facilities for water,
sewer, electricity, urban storm drainage, paved access to and throughout the property and adequate transportation can and will beprovided to the subject
property.
E.Exception to the Site Development and Design Standards:The approval authority may approve exceptions to the Site Development and Design
Standards of part 18.4 if the circumstances in either subsection 1 or 2, below, are found to exist.
1.There is a demonstrable difficulty meeting the specific requirements of the Site Development and Design Standards due to a unique or unusual aspect
of an existing structure or the proposed use of a site; and approval of the exception will not substantially negatively impact adjacent properties; and
approval of the exception is consistent with the stated purpose of the Site Development and Design; and the exception requested is the minimum
which would alleviate the difficulty.; or
2.There is no demonstrable difficulty in meeting the specific requirements but granting the exception will result in a design that equally or better achieves
the stated purpose of the Site Development and Design Standards.
CONDITIONAL USE PERMITS (See https://ashland.municipal.codes/LandUse/18.5.4.050)
A Conditional Use Permit shall be granted if the approval authority finds that the application meets all of the following criteria, or can be made to conform through
the imposition of conditions.
1.That the use would be in conformance with all standards within the zoning district in which the use is proposed to be located, and in
conformance with relevant Comprehensive plan policies that are not implemented by any City, State, or Federal law or program.
2.That adequate capacity of City facilities for water, sewer, electricity, urban storm drainage, paved access to and throughoutthe development,
and adequate transportation can and will be provided to the subject property.
3.That the conditional use will have no greater adverse material effect on the livability of the impact area when compared to the development
of the subject lot with the target use of the zone, pursuant with subsection 18.5.4.050.A.5, below. When evaluating the effect of the proposed
use on the impact area, the following factors of livability of the impact area shall be considered in relation to the target use of the zone.
a.Similarity in scale, bulk, and coverage.
b.Generation of traffic and effects on surrounding streets. Increases in pedestrian, bicycle, and mass transit use are considered beneficial
regardless of capacity of facilities.
c.Architectural compatibility with the impact area.
d.Air quality, including the generation of dust, odors, or other environmental pollutants.
e.Generation of noise, light, and glare.
f.The development of adjacent properties as envisioned in the Comprehensive Plan.
g.Other factors found to be relevant by the approval authority for review of the proposed use.
4.A conditional use permit shall not allow a use that is prohibited or one that is not permitted pursuant to this ordinance.
5.For the purposes of reviewing conditional use permit applications for conformity with the approval criteria of this subsection, the target uses
of each zone are as follows.
a.WR and RR.Residential use complying with all ordinance requirements, developed at the density permitted by chapter 18.2.5
Standards for Residential Zones.
b.R-1.Residential use complying with all ordinance requirements, developed at the density permitted by chapter 18.2.5 Standards
for Residential Zones.
c.R-2 and R-3.Residential use complying with all ordinance requirements, developed at the density permitted by chapter 18.2.5
Standards for Residential Zones.
d.C-1.The general retail commercial uses listed in chapter 18.2.2 Base Zones and Allowed Uses, developed at an intensity of 0.35
floor to area ratio, complying with all ordinance requirements; and within the Detailed Site Review overlay, at an intensity of 0.50
floor to area ratio, complying with all ordinance requirements.
e.C-1-D.The general retail commercial uses listed in chapter 18.2.2 Base Zones and Allowed Uses, developed at an intensity of
1.00 gross floor to area ratio, complying with all ordinance requirements.
f.E-1.The general office uses listed in chapter 18.2.2 Base Zones and Allowed Uses, developed at an intensity of 0.35 floor to area
ratio, complying with all ordinance requirements;and within the Detailed Site Review overlay, at an intensity of 0.50 floor to area
ratio, complying with all ordinance requirements.
g.M-1.The general light industrial uses listed in chapter 18.2.2 Base Zones and Allowed Uses, complying with all ordinance
requirements.
h.CM-C1.The general light industrial uses listed in chapter 18.3.2 Croman Mill District, developed at an intensity of 0.50 gross floor
to area ratio, complying with all ordinance requirements.
i.CM-OE and CM-MU. The general office uses listed in chapter 18.3.2 Croman Mill District, developed at an intensity of 0.60 gross
floor to area, complying with all ordinance requirements.
k.CM-NC. The retail commercial uses listed in chapter 18.3.2 Croman Mill District, developed at an intensity of 0.60 gross floor to
area ratio, complying with all ordinance requirements.
l.HC, NM, and SOU.The permitted uses listed in chapters 18.3.3 Health Care Services, 18.3.5 North Mountain Neighborhood, and
18.3.6 Southern Oregon University District, respectively, complying with all ordinance requirements.
Planning Action Appeal2022-00016/ PA-T1-2022-00187Ashland Planning Department –Staff Report/ aa
Applicant:Tesla/Appellant:Jeff SharpeSeptember13, 2022-Page 1of 10
Planning Action Appeal2022-00016/ PA-T1-2022-00187Ashland Planning Department –Staff Report/ aa
Applicant:Tesla/Appellant:Jeff SharpeSeptember13, 2022-Page 2of 10
aContech Stormfilter will
be provided in the proposed catch basin to treat all onsite stormwater runoff, as this
system as a GULD rating for Basic Treatment in the TAPE list
Planning Action Appeal2022-00016/ PA-T1-2022-00187Ashland Planning Department –Staff Report/ aa
Applicant:Tesla/Appellant:Jeff SharpeSeptember13, 2022-Page 3of 10
Planning Action Appeal2022-00016/ PA-T1-2022-00187Ashland Planning Department –Staff Report/ aa
Applicant:Tesla/Appellant:Jeff SharpeSeptember13, 2022-Page 4of 10
in the future
Planning Action Appeal2022-00016/ PA-T1-2022-00187Ashland Planning Department –Staff Report/ aa
Applicant:Tesla/Appellant:Jeff SharpeSeptember13, 2022-Page 5of 10
Planning Action Appeal2022-00016/ PA-T1-2022-00187Ashland Planning Department –Staff Report/ aa
Applicant:Tesla/Appellant:Jeff SharpeSeptember13, 2022-Page 6of 10
can and will be provided to the subject property
Planning Action Appeal2022-00016/ PA-T1-2022-00187Ashland Planning Department –Staff Report/ aa
Applicant:Tesla/Appellant:Jeff SharpeSeptember13, 2022-Page 7of 10
Planning Action Appeal2022-00016/ PA-T1-2022-00187Ashland Planning Department –Staff Report/ aa
Applicant:Tesla/Appellant:Jeff SharpeSeptember13, 2022-Page 8of 10
Planning Action Appeal2022-00016/ PA-T1-2022-00187Ashland Planning Department –Staff Report/ aa
Applicant:Tesla/Appellant:Jeff SharpeSeptember13, 2022-Page 9of 10
Planning Action Appeal2022-00016/ PA-T1-2022-00187Ashland Planning Department –Staff Report/ aa
Applicant:Tesla/Appellant:Jeff SharpeSeptember13, 2022-Page 10of 10
Note: This completed Notice of Land Use Appeal together with the appeal fee must be filed
with the Community Development Department, Attn: Planning Commission Secretary, 20 E
Main St, Ashland, OR 97520, telephone 541-488-5305, prior to the effective date of the
decision sought to be reviewed. Effective dates of decisions are set forth in Ashland Municipal
Code Section 18.5.1.050.
COMMUNITY DEVELOPMENT DEPARTMENTTel: 541-488-5305
51 Winburn WayFax: 541-552-2050
Ashland, Oregon 97520TTY: 800-735-2900
Notice of Appeal
Time for Filing
Content ofNotice of Appeal
COMMUNITY DEVELOPMENT DEPARTMENTTel: 541-488-5305
51 Winburn WayFax: 541-552-2050
Ashland, Oregon 97520TTY: 800-735-2900
Site Design Review
a Contech Stormfilter will be provided in the proposed catch basin to treat all
onsite stormwater runoff, as this system as a GULD rating for Basic Treatment in the TAPE
list
Conditional Use Permit
Public Comment
in the future
Burden of Proof
Conclusion
Community Development Director
Richard Simonds
443 Clinton St
Ashland, OR 97520-1215
Email: richard97520@gmail.com
Phone: 650-722-0299
Planning Department, 51 Winburn Way, Ashland, Oregon 97520
541-488-5305 Fax: 541-552-2050 www.ashland.or.usTTY: 1-800-735-2900
NOTICE OF APPLICATION
PLANNING ACTION:PA-T1-2022-00187
SUBJECT PROPERTY: 580 Clover Ln
APPLICANT/OWNER:Tesla/AsiaJohnson
DESCRIPTION:ArequestforaConditionalUsePermitandSiteDesignReviewapprovalstoallowfortheinstallationofan
asphalt-pavedparkinglotwithapproximately24electricvehicle(EV)chargingstallsonanundevelopedsite.Theproject
proposestoinstallassociatedelectricalequipment(transformers,switchgears,Teslasuperchargercabinetsandsurcharger
posts),stormdrainageandwater(foronsiteirrigationonly)utilities,andlandscaping.COMPREHENSIVEPLAN
DESIGNATION:Employment;ZONING:E-1;ASSESSOR’SMAP:391E14AA;TAXLOT:6801.
NOTICE OF COMPLETE APPLICATION:July 18, 2022
DEADLINE FOR SUBMISSION OF WRITTEN COMMENTS:August 1, 2022
OVER
SITE DESIGN AND USE STANDARDS
18.5.2.050
The following criteria shall be used to approve or deny an application:
A.Underlying Zone:The proposal complies with all ofthe applicable provisions of the underlying zone (part 18.2), including but not limited to: building and
yard setbacks, lot area and dimensions, density and floor area, lot coverage, building height, building orientation, architecture, and other applicable
standards.
B. Overlay Zones:The proposal complies with applicable overlay zone requirements (part 18.3).
C.Site Development and Design Standards:The proposal complies with the applicable Site Development and Design Standards of part 18.4, except as
provided by subsection E, below.
D.City Facilities:The proposal complies with the applicable standards in section 18.4.6 Public Facilities and that adequate capacity of City facilities for water,
sewer, electricity, urban storm drainage, paved accessto and throughout the property and adequate transportation can and will be provided to the subject
property.
E.Exception to the Site Development and Design Standards:The approval authority may approve exceptions to the Site Development and Design
Standards of part 18.4 if the circumstances in either subsection 1 or 2, below, are found to exist.
1.There is a demonstrable difficulty meeting the specific requirements of the Site Development and Design Standards due to a unique or unusual aspect
of an existing structure or the proposed use of a site; and approval of the exception will not substantially negatively impact adjacentproperties; and
approval of the exception is consistent with the stated purpose of the Site Development and Design; and the exception requested is the minimum
which would alleviate the difficulty.; or
2.There is no demonstrable difficulty in meeting the specific requirements but granting the exception will result in a design that equally or better achieves
the stated purpose of the Site Development and Design Standards.
CONDITIONAL USE PERMITS (See https://ashland.municipal.codes/LandUse/18.5.4.050)
A Conditional Use Permit shall be granted if the approval authority finds that the application meets all of the following criteria, or can be made to conform through
the imposition of conditions.
1.That the use would be in conformance with all standards within the zoning district in which the use is proposed to be located, and in
conformance with relevant Comprehensive plan policies that are not implemented by any City, State, or Federal law or program.
2.That adequate capacity of City facilities for water, sewer, electricity, urban storm drainage, paved access to and throughout the development,
and adequate transportation can and will be provided to the subject property.
3.That the conditional use will have no greater adverse material effect on the livability of the impact area when compared to the development
of the subject lot with the target use of the zone, pursuant with subsection 18.5.4.050.A.5, below. When evaluating the effect of the proposed
use on the impact area, the following factors of livability of the impact area shall be considered in relation to the target use of the zone.
a.Similarity in scale, bulk, and coverage.
b.Generation of traffic and effects on surrounding streets. Increases in pedestrian, bicycle, and mass transit use are considered beneficial
regardless of capacity of facilities.
c.Architectural compatibility with the impact area.
d.Air quality, including the generation of dust, odors, or other environmental pollutants.
e.Generation of noise, light, and glare.
f.The development of adjacent properties as envisioned in the Comprehensive Plan.
g.Other factors found to be relevant by the approval authority for review of the proposed use.
4.A conditional use permit shall not allow a use that is prohibited or one that is not permitted pursuant to this ordinance.
5.For the purposes of reviewing conditional use permit applications for conformity with the approval criteria of this subsection, the target uses
of each zone are as follows.
a.WR and RR.Residential usecomplying with all ordinance requirements, developed at the density permitted by chapter 18.2.5
Standards for Residential Zones.
b.R-1.Residential use complying with all ordinance requirements, developed at the density permitted by chapter 18.2.5 Standards
for Residential Zones.
c.R-2 and R-3.Residential use complying with all ordinance requirements, developed at the density permitted by chapter 18.2.5
Standards for Residential Zones.
d.C-1.The general retail commercial uses listed in chapter 18.2.2 Base Zones and Allowed Uses, developed at an intensity of 0.35
floor to area ratio, complying with all ordinance requirements; and within the Detailed Site Review overlay, at an intensity of 0.50
floor to area ratio, complying with all ordinance requirements.
e.C-1-D.The general retail commercial uses listed in chapter 18.2.2 Base Zones and Allowed Uses, developed at an intensity of
1.00 gross floor to area ratio, complying with all ordinance requirements.
f.E-1.The general office uses listed in chapter 18.2.2 Base Zones and Allowed Uses, developed at an intensity of 0.35 floor to area
ratio, complying with all ordinance requirements; and within the Detailed Site Review overlay, at an intensity of 0.50 floor to area
ratio, complying with all ordinance requirements.
g.M-1.The general light industrial uses listed in chapter 18.2.2 Base Zones and Allowed Uses, complying with all ordinance
requirements.
h.CM-C1.The general light industrial uses listed in chapter 18.3.2 Croman Mill District, developedat an intensity of 0.50 gross floor
to area ratio, complying with all ordinance requirements.
i.CM-OE and CM-MU. The general office uses listed in chapter 18.3.2 Croman Mill District, developed at an intensity of 0.60 gross
floor to area, complying with all ordinance requirements.
k.CM-NC. The retail commercial uses listed in chapter 18.3.2 Croman Mill District, developed at an intensity of 0.60 gross floor to
area ratio, complying with all ordinance requirements.
l.HC, NM, and SOU.The permitted uses listed in chapters 18.3.3 Health Care Services, 18.3.5 North Mountain Neighborhood, and
18.3.6 Southern Oregon University District, respectively, complying with all ordinance requirements.
TMK: 4-5-030:037
ELECTRICAL ENGINEER OF RECORD
STRUCTURAL DESIGN CRITERIA
APPLICABLE CODES IN EFFECT
CIVIL ENGINEER OF RECORD
PROJECT DATA
SUPERCHARGING STATION
SCOPE OF WORK
TMK: 4-5-030:037
TMK: 4-5-030:037
TMK: 4-5-030:037
TMK: 4-5-030:037
TMK: 4-5-030:037
TMK: 4-5-030:037
TMK: 4-5-030:037
TMK: 4-5-030:037
HP
G
TMK: 4-5-030:037
GENERAL NOTES
KEYED NOTES
EQUIPMENT PROCUREMENT
EV CHARGING STATION
INTERCONNECTION
TMK: 4-5-030:037
GENERAL NOTES
KEYED NOTES
EQUIPMENT PROCUREMENT
EV CHARGING STATION
INTERCONNECTION
TMK: 4-5-030:037
TMK: 4-5-030:037
TMK: 4-5-030:037
TMK: 4-5-030:037
TMK: 4-5-030:037
TMK: 4-5-030:037
TMK: 4-5-030:037
Planning Department, 51 Winburn Way, Ashland, Oregon 97520
541-488-5305 Fax: 541-552-2050 www.ashland.or.us TTY: 1-800-735-2900
NOTICE OF PUBLIC HEARING
TREE COMMISSION MEETING:
Thursday, September 8, 2022 at 6:00 p.m. Electronic Meeting via Zoom.
PLANNING COMMISSION HEARING:
Tuesday,September 13, 2022 at 7:00 p.m.
at the Ashland Civic Center/City Council Chambers, 1175 East Main Street
Written testimony
received by these deadlines will be available for Planning Commissioners to review before the hearing and will be included
in the meeting minutes.
AMC 18.5.8.050 Annexation Approval Criteria & Standards
AMC 18.3.9.040.A Performance Standards Options Subdivision/Outline Plan Approval Criteria & Standards
3. Approval Criteria for Outline Plan. The Planning Commission shall approve the outline plan when it finds all of the
following criteria have been met:
a. The development meets all applicable ordinance requirements of the City.
b. Adequate key City facilities can be provided including water, sewer, paved access to and through the development,
electricity, urban storm drainage, police and fire protection, and adequate transportation; and that the development
will not cause a City facility to operate beyond capacity.
c. The existing and natural features of the land; such as wetlands, floodplain corridors, ponds, large trees, rock
outcroppings, etc., have been identified in the plan of the development and significant features have been included
in the common open space, common areas, and unbuildable areas.
d. The development of the land will not prevent adjacent land from being developed for the uses shown in the
Comprehensive Plan.
e. There are adequate provisions for the maintenance of common open space and common areas, if required or
provided, and that if developments are done in phases that the early phases have the same or higher ratio of
amenities as proposed in the entire project.
f. The proposed density meets the base and bonus density standards established under this chapter.
g. The development complies with the street standards.
h. The proposed development meets the common open space standards established under section 18.4.4.070.
Common open space requirements may be satisfied by public open space in accordance with section 18.4.4.070 if
approved by the City of Ashland.
4. Approval of the Outline Plan.
a. After the City approves an outline plan and adopts any zone change necessary for the development, the developer
may then file a final plan in phases or in its entirety.
b. If an outline plan is phased, 50 percent of the value of the common open space shall be provided in the first phase
and all common open space shall be provided when two-thirds of the units are finished.
AMC 18.5.2.050 Site Design Review Approval Criteria & Standards
An application for Site Design Review shall be approved if the proposal meets the criteria in subsections A, B, C, and D below. The
approval authority may, in approving the application, impose conditions of approval, consistent with the applicable criteria.
A. Underlying Zone. The proposal complies with all of the applicable provisions of the underlying zone (part 18.2), including
but not limited to: building and yard setbacks, lot area and dimensions, density and floor area, lot coverage, building height,
building orientation, architecture, and other applicable standards.
B. Overlay Zones. The proposal complies with applicable overlay zone requirements (part 18.3).
C. Site Development and Design Standards. The proposal complies with the applicable Site Development and Design
Standards of part 18.4, except as provided by subsection E, below.
D. City Facilities. The proposal complies with the applicable standards in section 18.4.6 Public Facilities, and that adequate
capacity of City facilities for water, sewer, electricity, urban storm drainage, paved access to and throughout the property,
and adequate transportation can and will be provided to the subject property.
E. Exception to the Site Development and Design Standards. The approval authority may approve exceptions to the Site
Development and Design Standards of part 18.4 if the circumstances in either subsection 1, 2, or 3, below, are found to
exist.
1. There is a demonstrable difficulty meeting the specific requirements of the Site Development and Design Standards
due to a unique or unusual aspect of an existing structure or the proposed use of a site; and approval of the
exception will not substantially negatively impact adjacent properties; and approval of the exception is consistent
with the stated purpose of the Site Development and Design; and the exception requested is the minimum which
would alleviate the difficulty;
2. There is no demonstrable difficulty in meeting the specific requirements, but granting the exception will result in a
design that equally or better achieves the stated purpose of the Site Development and Design Standards; or
3. There is no demonstrable difficulty in meeting the specific requirements for a cottage housing development, but
granting the exception will result in a design that equally or better achieves the stated purpose of
section 18.2.3.090. (Ord. 3147 § 9, amended, 11/21/2017)
AMC 18.4.6.020.B Exception to the Street Design Standards Approval Criteria & Standards
1. Exception to the Street Design Standards. The approval authority may approve exceptions to the standards section
in18.4.6.040 Street Design Standards if all of the following circumstances are found to exist.
a. There is demonstrable difficulty in meeting the specific requirements of this chapter due to a unique or unusual
aspect of the site or proposed use of the site.
b. The exception will result in equal or superior transportation facilities and connectivity considering the following
factors where applicable.
i. For transit facilities and related improvements, access, wait time, and ride experience.
ii. For bicycle facilities, feeling of safety, quality of experience (i.e., comfort level of bicycling along the
roadway), and frequency of conflicts with vehicle cross traffic.
iii. For pedestrian facilities, feeling of safety, quality of experience (i.e., comfort level of walking along
roadway), and ability to safety and efficiency crossing roadway.
c. The exception is the minimum necessary to alleviate the difficulty.
d. The exception is consistent with the Purpose and Intent of the Street Standards in subsection 18.4.6.040.A.
AMC 18.5.7.040.B Tree Removal Permit Approval Criteria & Standards
1. Hazard Tree. A Hazard Tree Removal Permit shall be granted if the approval authority finds that the application meets all
of the following criteria, or can be made to conform through the imposition of conditions.
a. The applicant must demonstrate that the condition or location of the tree presents a clear public safety hazard (i.e.,
likely to fall and injure persons or property) or a foreseeable danger of property damage to an existing structure or
facility, and such hazard or danger cannot reasonably be alleviated by treatment, relocation, or pruning. See
definition of hazard tree in part 18.6.
b. The City may require the applicant to mitigate for the removal of each hazard tree pursuant to section 18.5.7.050.
Such mitigation requirements shall be a condition of approval of the permit.
2. Tree That is Not a Hazard. A Tree Removal Permit for a tree that is not a hazard shall be granted if the approval authority
finds that the application meets all of the following criteria, or can be made to conform through the imposition of conditions.
a. The tree is proposed for removal in order to permit the application to be consistent with other applicable Land Use
Ordinance requirements and standards, including but not limited to applicable Site Development and Design
Standards in part 18.4 and Physical and Environmental Constraints in part 18.3.10.
b. Removal of the tree will not have a significant negative impact on erosion, soil stability, flow of surface waters,
protection of adjacent trees, or existing windbreaks.
c. Removal of the tree will not have a significant negative impact on the tree densities, sizes, canopies, and species
diversity within 200 feet of the subject property. The City shall grant an exception to this criterion when alternatives
to the tree removal have been considered and no reasonable alternative exists to allow the property to be used as
permitted in the zone.
d. Nothing in this section shall require that the residential density to be reduced below the permitted density allowed
by the zone. In making this determination, the City may consider alternative site plans or placement of structures of
alternate landscaping designs that would lessen the impact on trees, so long as the alternatives continue to comply
with the other provisions of this ordinance.
e. The City shall require the applicant to mitigate for the removal of each tree granted approval pursuant to
section 18.5.7.050. Such mitigation requirements shall be a condition of approval of the permit.
Grand Terrace Annexation
Grand Terrace Annexation
Grand Terrace Annexation
PLANNING ACTION:
APPLICANT:
OWNER:
LOCATION:
COMPREHENSIVE PLAN DESIGNATION:
120-DAY TIME LIMIT:
(*Type III applications not subject to 120-day limits
pursuant to ORS 227.178.7)
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REQUEST:
A. Background - History of Application
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The approval authority may approve exceptions to and variances from the
approval criteria and standards in this section using the criteria in section 18.4.6.020.B.1
Exceptions to the Street Design Standards or chapter 18.5.5. Variances.
B. Detailed Description of the Site and Proposal
(ulmus crassifolia,
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A. Annexation
The annexed area is within the City's Urban
Growth Boundary.
The annexation proposal is consistent with the
Comprehensive Plan plan designations applicable to the annexed area, including any
applicable adopted neighborhood, master, or area plan, and is an allowed use within the
proposed zoning.
The annexed area is contiguous with the city limits.
Adequacy of Public Facilities
Adequate City facilities for the
provision of water to the annexed area as determined by the Public Works Department; the
transport of sewage from the annexed area to an approved waste water treatment facility as
determined by the Public Works Department; the provision of electricity to the annexed area
as determined by the Electric Department; urban storm drainage as determined by the
Public Works Department can and will be provided from the annexed area. Unless the City
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has declared a moratorium based upon a shortage of water, sewer, or electricity, it is
recognized that adequate capacity exists system-wide for these facilities. All required public
facility improvements shall be constructed and installed in accordance with 18.4.6.030.A.Ñ
o
o
o
(Water
meters may not be connected to private water mains inside the development.)
o
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o
o
o
o
shall
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Adequacy of Transportation Facilities
The Road Diet
Adequate transportation can and will be provided to serve the annexed area. For the
purposes of this section "adequate transportation" for annexations consists of
vehicular, bicycle, pedestrian, and transit transportation meeting the following
standards.
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1. For vehicular transportation a minimum 22-foot wide paved access exists, or
can and will be constructed, providing access to the annexed area from the
nearest fully improved collector or arterial street. All streets bordering on
the annexed area shall be improved, at a minimum, to an applicable City
half-street standard. The approval authority may, after assessing the impact
of the development, require the full improvement of streets bordering on the
annexed area. All streets located within annexed areas shall be fully
improved to City standards unless exception criteria apply. Where future
street dedications are indicated on the Street Dedication Map or required by
the City, provisions shall be made for the dedication and improvement of
these streets and included with the application for annexation.
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2. For bicycle transportation safe and accessible bicycle facilities according to
the safety analysis and standards of the governing jurisdiction of the facility
or street (e.g., City of Ashland, Jackson County, Oregon Department of
Transportation) exist, or can and will be constructed. Should the annexed
area border an arterial street, bike lanes shall be constructed along the
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arterial street frontage of the annexed area. Likely bicycle destinations
within a quarter of a mile from the annexed area shall be determined and the
approval authority may require the construction of bicycle lanes or multi-use
paths connecting the annexed area to the likely bicycle destinations after
assessing the impact of the development proposed concurrently with the
annexation.
3. For pedestrian transportation safe and accessible pedestrian facilities
according to the safety analysis and standards of the governing jurisdiction
of the facility or street (e.g., City of Ashland, Jackson County, Oregon
Department of Transportation). exist, or can and will be constructed. Full
sidewalk improvements shall be provided on one side of all streets bordering
on the proposed annexed area. Sidewalks shall be provided as required by
ordinance on all streets within the annexed area. Where the annexed area is
within a quarter of a mile of an existing sidewalk system or a location with
demonstrated significant pedestrian activity, the approval authority may
require sidewalks, walkways or multi-use paths to be constructed and
connect to either or both the existing system and locations with significant
pedestrian activity.
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4. For transit transportation, should transit service be available to the annexed
area, or be likely to be extended to the annexed area in the future based on
information from the local public transit provider, the approval authority
may require construction of transit facilities, such as bus shelters and bus
turn-out lanes.
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(
Most people are willing to walk for
five to ten minutes, or approximately 1 Ø 4-to 1 Ø 2-mile to a transit stop..
5. Timing of Transportation Improvements. All required transportation
improvements shall be constructed and installed in accordance with
18.4.6.030.A.
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Staff Discussion & Recommendations: Transportation Facilities
safe and accessibleÈ facilities according to the safety
analysis and standards of the governing j urisdiction of the facility or streetÑ
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Minimum Density
For all residential annexations, a plan shall
be provided demonstrating that the development of the annexed area will ultimately occur at
a minimum density of 90 percent of the base density for the zone, unless reductions in the
total number of units are necessary to accommodate significant natural features,
topography, access limitations, or similar physical constraints. The owner or owners of the
annexed area shall sign an agreement, to be recorded with the county clerk after approval of
the annexation, ensuring that future development will occur in accord with the minimum
density indicated in the development plan. For purposes of computing maximum density,
portions of the annexed area containing unbuildable lots, parcels, or portions of the annexed
area such as existing streets and associated rights-of-way, railroad facilities and property,
wetlands, floodplain corridor lands, slopes greater than 35 percent, or land area dedicated
as a public park, shall not be included.
Affordability Requirements
G. Except as provided in 18.5.8.050.G.7, below, annexations with a density or potential
density of four residential units or greater and involving residential zoned lands, or
commercial, employment or industrial lands with a Residential Overlay (R-Overlay)
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shall meet the following requirements.
1. The total number of affordable units provided to qualifying buyers, or to
qualifying renters, shall be equal to or exceed 25 percent of the base density
as calculated using the unit equivalency values set forth herein. The base
density of the annexed area for the purpose of calculating the total number of
affordable units in this section shall exclude any unbuildable lots, parcels, or
portions of the annexed area such as existing streets and associated rights-
of-way, railroad facilities and property, wetlands, floodplain corridor lands,
water resource areas, slopes greater than 35 percent, or land area dedicated
as a public park.
a. Ownership units restricted to households earning at or below 120
percent the area median income shall have an equivalency value of
0.75 unit.
b. Ownership units restricted to households earning at or below 100
percent the area median income shall have an equivalency value of
1.0 unit.
c. Ownership or rental units restricted to households earning at or
below 80 percent the area median income shall have an equivalency
value of 1.25 unit.
2. As alternative to providing affordable units per section 18.5.8.050.G.1,
above, the applicant may provide title to a sufficient amount of buildable
land for development complying with subsection 18.5.8.050.G.1.b, above,
through transfer to a non-profit (IRC 501(3)(c) affordable housing developer
or public corporation created under ORS 456.055 to 456.235.
a.The land to be transferred shall be located within the project meeting
the standards set forth in sections 18.5.8.050.G.5 and 18.5.8.050.G.6.
b.All needed public facilities shall be extended to the area or areas
proposed for transfer.
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c.Prior to commencement of the project, title to the land shall be
transferred to the City, an affordable housing developer which must
either be a unit of government, a non Î profit 501(C)(3) organization,
or public corporation created under ORS 456.055 to 456.235.
d.The land to be transferred shall be deed restricted to comply with
AshlandÓs affordable housing program requirements.
e.Transfer of title of buildable land in accordance with this subsection
shall exempt the project from the development schedule requirements
set forth in 18.5.8.050.G.4.
3. The affordable units shall be comparable in bedroom mix with the market
rate units in the development.
a.The number of bedrooms per dwelling unit in the affordable units
within the residential development shall be in equal proportion to the
number of bedrooms per dwelling unit in the market-rate units within
the residential development. This provision is not intended to require
the same floor area in affordable units as compared to market-rate
units. The minimum square footage of each affordable unit shall
comply with the minimum required floor area based as set forth in
Table 18.5.8.050.G.3, or as established by the U.S. Department of
Housing and Urban Development (HUD) for dwelling units
developed under the HOME program.
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Table 18.5.8.050.G.3 Minimum Required Floor Area for
Î
Affordable Units
Unit Type Minimum Required Unit Floor Area (Square Feet)
Studio350
1 Bedroom 500
2 Bedroom 800
3 Bedroom 1,000
4 Bedroom 1,250
4. A development schedule shall be provided that demonstrates that that the
affordable housing units per subsection 18.5.8.050.G shall be developed, and
made available for occupancy, as follows.
a. That 50 percent of the affordable units shall have been issued
building permits prior to issuance of a certificate of occupancy for
the last of the first 50 percent of the market rate units.
b. Prior to issuance of a building permit for the final ten percent of the
market rate units, the final 50 percent of the affordable units shall
have been issued certificates of occupancy.
5. That affordable housing units shall be constructed using comparable
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building materials and include equivalent amenities as the market rate units.
a. The exterior appearance of the affordable units in any residential
development shall be visually compatible with the market-rate units
in the development. External building materials and finishes shall be
substantially the same in type and quality for affordable units as for
market-rate units
b. Affordable units may differ from market-rate units with regard to
floor area, interior finishes and materials, and housing type provided
that the affordable housing units are provided with comparable
features to the market rate units, and shall have generally
comparable improvements related to energy efficiency, including
plumbing, insulation, windows, appliances, and heating and cooling
systems.
6. Exceptions to the requirements of 18.5.8.050, subsections G.2 Î G.5, above,
may be approved by the City Council upon consideration of one or more of
the following.
a.That an alternative land dedication as proposed would accomplish
additional benefits for the City, consistent with the purposes of this
chapter, then would development meeting the on-site dedication
requirement of subsection 18.5.8.050.G.2.
b.That the alternative phasing proposal not meeting subsection
18.5.8.050.G.4 provided by the applicant provides adequate
assurance that the affordable housing units will be provided in a
timely fashion.
c.That the materials and amenities applied to the affordable units
within the development, that are not equivalent to the market rate
units per subsection 18.5.8.050.G.5, are necessary due to local, State,
or Federal Affordable Housing standards or financing limitations.
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7. The total number of affordable units described in this section 18.5.8.050.G
shall be determined by rounding up fractional answers to the nearest whole
unit. A deed restriction or similar legal instrument shall be used to guarantee
compliance with affordable criteria for a period of not less than 60 years for
units qualified as affordable rental housing, or 30 years for units qualified as
affordable for-purchase housing.
Staff Discussion & Recommendation: Affordability
rounding up
ownership
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H.ÐOne or more of the following standards are met:
1.The annexation proposal shall meet the requirements of subsection
18.5.8.080.B, above.
2. A current or probable danger to public health exists within the proposed area
for annexation due to lack of full City sanitary sewer or water services in
accordance with the criteria in ORS Chapter 222 or successor state statute.
3. Existing development in the proposed area for annexation has inadequate
water or sanitary sewer service, or the service will become inadequate within
one year.
4. The proposed area for annexation has existing City water or sanitary sewer
service extended, connected, and in use, and a signed consent to annexation
agreement has been filed and accepted by the City.
5. The proposed area for annexation is an island surrounded by lands within
the city limits.
The approval authority may approve exceptions
to and variances from the approval criteria and standards in this section using the criteria in
section 18.4.6.020.B.1 Exceptions to the Street Design Standards or chapter 18.5.5.
Variances.
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B. Performance Standards Options Outline Plan Subdivision
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The development meets all applicable
ordinance requirements of the City.
Adequate key City facilities can be provided including
water, sewer, paved access to and through the development, electricity, urban storm
drainage, police and fire protection, and adequate transportation; and that the development
will not cause a City facility to operate beyond capacity.
The existing and natural features of the land; such as wetlands,
floodplain corridors, ponds, large trees, rock outcroppings, etc., have been identified in the
plan of the development and significant features have been included in the common open
space, common areas, and unbuildable areas.
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The development of the
land will not prevent adjacent land from being developed for the uses shown in the
Comprehensive Plan.
There are adequate provisions for the maintenance of common
open space and common areas, if required or provided, and that if developments are done in
phases that the early phases have the same or higher ratio of amenities as proposed in the
entire project.
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The proposed density meets the base and bonus density standards
established under this chapter.
The development complies with the
street standards.
The proposed development meets the common open
space standards established under section 18.4.4.070. Common open space requirements
may be satisfied by public open space in accordance with section 18.4.4.070 if approved by
the City of Ashland.
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C. Site Design Review
The proposal complies
with all of the applicable provisions of the underlying zone (part 18.2), including but not
limited to: building and yard setbacks, lot area and dimensions, density and floor area, lot
coverage, building height, building orientation, architecture, and other applicable
standards.
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The proposal complies with
applicable overlay zone requirements (part 18.3).
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The proposal complies with the applicable Site Development and
Design Standards of part 18.4, except as provided by subsection E, below.
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The proposal complies with the applicable standards in section
18.4.6 Public Facilities and that adequate capacity of City facilities for water, sewer,
electricity, urban storm drainage, paved access to and throughout the property and adequate
transportation can and will be provided to the subject property.
Exception to the Site Development and
Design Standardshe approval authority may approve exceptions to
the Site Development and Design Standards of part 18.4 if the circumstances in either
subsection 1 or 2, below, are found to exist: 1) There is a demonstrable difficulty meeting the
specific requirements of the Site Development and Design Standards due to a unique or
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unusual aspect of an existing structure or the proposed use of a site; and approval of the
exception will not substantially negatively impact adjacent properties; and approval of the
exception is consistent with the stated purpose of the Site Development and Design; and the
exception requested is the minimum which would alleviate the difficulty.; or 2) There is no
demonstrable difficulty in meeting the specific requirements, but granting the exception will
result in a design that equally or better achieves the stated purpose of the Site Development
and Design Standards.
D. Tree Removal Permit
(ulmus crassifolia,
The tree is proposed
for removal in order to permit the application to be consistent with other applicable Land
Use Ordinance requirements and standards, including but not limited to applicable Site
Development and Design Standards in part 18.4 and Physical and Environmental
Constraints in part 18.3.10.Ñ
ÐRemoval of the tree will not have a significant
negative impact on erosion, soil stability, flow of surface waters, protection of adjacent
trees, or existing windbreaks.Ñ
ÐRemoval of the tree will not have a significant negative impact on
the tree densities, sizes, canopies, and species diversity within 200 feet of the subject
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property. The City shall grant an exception to this criterion when alternatives to the tree
removal have been considered and no reasonable alternative exists to allow the property to
be used as permitted in the zone.Ñ
ÐNothing in this section shall
require that the residential density to be reduced below the permitted density allowed by the
zone. In making this determination, the City may consider alternative site plans or placement
of structures of alternate landscaping designs that would lessen the impact on trees, so long
as the alternatives continue to comply with the other provisions of this ordinance.Ñ
Ð The City shall require the applicant to mitigate for
the removal of each tree granted approval pursuant to section 18.5.7.050. Such mitigation
requirements shall be a condition of approval of the permit.
E. Exception to the Street Design Standards
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The
approval authority may approve exceptions to and variances from the approval criteria and
standards in this section using the criteria in section 18.4.6.020.B.1 Exceptions to the Street
Design Standards or chapter 18.5.5. Variances.
ÐThere is demonstrable difficulty in meeting the specific requirements of this chapter due to
a unique or unusual aspect of the site or proposed use of th e site.Ñ
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ÐThe exceptio n will result in equal or superior transportation
facilities and connectivity considering the following factors where applicable: 1) For transit
facilities and related improvements, access, wait time, and ride experience; 2) For bicycle
facilities, feeling of safety, quality of experience (i.e., comfort level of bicycling along the
roadway), and frequency of conflicts with vehicle cross traffic; and 3) For pedestrian
facilities, feeling of safety, quality of experience (i.e., comfort level of walking along
roadway), and ability to safety and efficiency crossing roadway.Ñ
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ÐThe exception is the minimum necessary to alleviate the
difficulty.Ñ
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ÐThe
exception is consistent with the Purpose and Intent of the Street Standards in subsection
18.4.6.040.A.Ñ
The criteria for Annexation approval are described in 18.5.8.050 as follows:
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The criteria for Outline Plan subdivision approval are described in 18.3.9.040.A as follows:
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Applicant: Casita Developments/Zare - Grand Terrace Page 41 of 50
The criteria for Site Design Review approval are described in 18.5.2.050 as follows:
The criteria for the approval of a Tree Removal Permit are described in 18.5.7.040.B as follows:
a. The tree is proposed for removal in order to permit the application to be consistent with other
applicable Land Use Ordinance requirements and standards, including but not limited to
applicable Site Development and Design Standards in part 18.4 and Physical and
Environmental Constraints in part 18.3.10.
b. Removal of the tree will not have a significant negative impact on erosion, soil stability, flow of
surface waters, protection of adjacent trees, or existing windbreaks.
c. Removal of the tree will not have a significant negative impact on the tree densities, sizes,
Planning Action PA-T3-2022-00004 Ashland Planning Division – Staff Report.dds
Applicant: Casita Developments/Zare - Grand Terrace Page 42 of 50
canopies, and species diversity within 200 feet of the subject property. The City shall grant an
exception to this criterion when alternatives to the tree removal have been considered and no
reasonable alternative exists to allow the property to be used as permitted in the zone.
d. Nothing in this section shall require that the residential density to be reduced below the
permitted density allowed by the zone. In making this determination, the City may consider
alternative site plans or placement of structures of alternate landscaping designs that would
lessen the impact on trees, so long as the alternatives continue to comply with the other
provisions of this ordinance.
The criteria for an Exception to Street Standards are described in AMC Section 18.4.6.020.B.1 as
follows:
Planning Action PA-T3-2022-00004 Ashland Planning Division – Staff Report.dds
Applicant: Casita Developments/Zare - Grand Terrace Page 43 of 50
Planning Action PA-T3-2022-00004 Ashland Planning Division – Staff Report.dds
Applicant: Casita Developments/Zare - Grand Terrace Page 44 of 50
Planning Action PA-T3-2022-00004 Ashland Planning Division – Staff Report.dds
Applicant: Casita Developments/Zare - Grand Terrace Page 45 of 50
Planning Action PA-T3-2022-00004 Ashland Planning Division – Staff Report.dds
Applicant: Casita Developments/Zare - Grand Terrace Page 46 of 50
Planning Action PA-T3-2022-00004 Ashland Planning Division – Staff Report.dds
Applicant: Casita Developments/Zare - Grand Terrace Page 47 of 50
Planning Action PA-T3-2022-00004 Ashland Planning Division – Staff Report.dds
Applicant: Casita Developments/Zare - Grand Terrace Page 48 of 50
Planning Action PA-T3-2022-00004 Ashland Planning Division – Staff Report.dds
Applicant: Casita Developments/Zare - Grand Terrace Page 49 of 50
Planning Action PA-T3-2022-00004 Ashland Planning Division – Staff Report.dds
Applicant: Casita Developments/Zare - Grand Terrace Page 50 of 50
ROGUE PLANNING & DEVELOPMENT SERVICES, LLC
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Preliminary Electric
Infrastructure
Stub & Cap
(3) 4" PVC
Plan
(1) SPARE @
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575-SECT-ASHLAND
Vault:
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with 575-FUSE-PCORP
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017034085FT
OR CCB # 22599 :: CA 298104 A&B :: ID RCE-42730 :: NM 391362
Office: 541.773.8325 :: Fax: 541.773.6523
Member American Institute Of Architects
190 North Ross Lane, Medford, Oregon
FOR ANY OTHER PROJECT WITHOUT EXPRESS WRITTEN
ARE THE PROPERTY OF GARY CAPERNA, ARCHITECT,
P.O. Box 4460 :: 190 North Ross Lane
IN THE CONTRACT BETWEEN HIM AND THE OWNER,OVERALL SITE PLAN
AND SHALL NOT BE USED, IN WHOLE OR IN PART,COPYRIGHT 2022 BY GARY CAPERNA, ARCHITECT.
AUTHORIZATION BY GARY CAPERNA, ARCHITECT.
Idaho AR-986158, Colorado 404248 THE IDEAS, & DESIGNS INCORPORATED HEREIN,
ARCHITECT
AS INSTRUMENTS OF PROFESSIONAL SERVICE,
541.773.8325 Cell: 541.840.4123
Email: garycaperna@charter.net
Oregon 5247, Washington 11470
AND ARE TO BE USED ONLY AS PROVIDED
WWW.JBSTEELINC.COM
Post Office Box 4460 97501
A0.0
architecture Medford, Oregon 97501
DESCRIPTION
FOR LAND USE APPROVAL
NOT FOR CONSTRUCTION
THESE DOCUMENTS,
planning
8/9/2022 8:20 AM
Project Location:
2737-18
DRAWING NUMBER:
CLIENT:
DATE
CHECKED BY:
PROJECT NO:
SHEET TITLE:
ISSUE DATE:
DRAWN BY:
Web:
STAMP
GRAND TERRACE MARK
PROJECT: AN APARTMENT COMPLEX FOR
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OR CCB # 22599 :: CA 298104 A&B :: ID RCE-42730 :: NM 391362
DEVELOPMENT PLAN
Office: 541.773.8325 :: Fax: 541.773.6523
Member American Institute Of Architects
190 North Ross Lane, Medford, Oregon
FOR ANY OTHER PROJECT WITHOUT EXPRESS WRITTEN
ARE THE PROPERTY OF GARY CAPERNA, ARCHITECT,
P.O. Box 4460 :: 190 North Ross Lane
IN THE CONTRACT BETWEEN HIM AND THE OWNER,
AND SHALL NOT BE USED, IN WHOLE OR IN PART,COPYRIGHT 2022 BY GARY CAPERNA, ARCHITECT.
AUTHORIZATION BY GARY CAPERNA, ARCHITECT.
Idaho AR-986158, Colorado 404248 THE IDEAS, & DESIGNS INCORPORATED HEREIN,
ARCHITECT
AS INSTRUMENTS OF PROFESSIONAL SERVICE,
541.773.8325 Cell: 541.840.4123
Email: garycaperna@charter.net
Oregon 5247, Washington 11470
PRELIMINARY SITE
AND ARE TO BE USED ONLY AS PROVIDED
WWW.JBSTEELINC.COM
Post Office Box 4460 97501
architecture Medford, Oregon 97501
DESCRIPTION
FOR LAND USE APPROVAL
A0.1
5/20/2022 10:46 AM NOT FOR CONSTRUCTION
THESE DOCUMENTS,
planning
Project Location:
2737-18
DRAWING NUMBER:
CLIENT:
DATE
CHECKED BY:
PROJECT NO:
SHEET TITLE:
ISSUE DATE:
DRAWN BY:
Web:
STAMP
GRAND TERRACE MARK
SUBTOTAL= 5,170.5 SFSTRUCTURE AREA COVERAGE PER BUILDING = 6,251.5 SF
TOTAL STRUCTURE AREA COVERAGE ON SITE (10 * 6251.5)=62,515 SF
SUBTOTAL= 1,081 SF
BUILDING FOOTPRINT AREA= 4,495.5 SF
PRIVATE DECK AREA= 675 SFCOVERED ENTRY AREA= 612 SFLAUNDRY ROOM= 107 SFCOVERED BIKE PARKING & STAIRS= 362 SF
BUILDING AREA COVERAGE SUMMARY
PARKING SUMMARY
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OR CCB # 22599 :: CA 298104 A&B :: ID RCE-42730 :: NM 391362
Office: 541.773.8325 :: Fax: 541.773.6523 PEDESTRIAN CONN.
Member American Institute Of Architects
190 North Ross Lane, Medford, Oregon
FOR ANY OTHER PROJECT WITHOUT EXPRESS WRITTEN
ARE THE PROPERTY OF GARY CAPERNA, ARCHITECT,
P.O. Box 4460 :: 190 North Ross Lane
IN THE CONTRACT BETWEEN HIM AND THE OWNER,
AND SHALL NOT BE USED, IN WHOLE OR IN PART,COPYRIGHT 2022 BY GARY CAPERNA, ARCHITECT.
AUTHORIZATION BY GARY CAPERNA, ARCHITECT.
Idaho AR-986158, Colorado 404248 THE IDEAS, & DESIGNS INCORPORATED HEREIN,
ARCHITECT
AS INSTRUMENTS OF PROFESSIONAL SERVICE,
541.773.8325 Cell: 541.840.4123
Email: garycaperna@charter.net
Oregon 5247, Washington 11470
PRELIMINARY SITE
AND ARE TO BE USED ONLY AS PROVIDED
WWW.JBSTEELINC.COM
Post Office Box 4460 97501
architecture Medford, Oregon 97501
DESCRIPTION
FOR LAND USE APPROVAL
5/20/2022 10:49 AM NOT FOR CONSTRUCTION
THESE DOCUMENTS,
planning
Project Location:
2737-18
DRAWING NUMBER:
CLIENT:
DATE
CHECKED BY:
PROJECT NO:
SHEET TITLE:
ISSUE DATE:
DRAWN BY:
Web:
STAMP
GRAND TERRACE MARK
1
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OR CCB # 22599 :: CA 298104 A&B :: ID RCE-42730 :: NM 391362
Office: 541.773.8325 :: Fax: 541.773.6523
Member American Institute Of Architects
190 North Ross Lane, Medford, Oregon
FOR ANY OTHER PROJECT WITHOUT EXPRESS WRITTEN
ARE THE PROPERTY OF GARY CAPERNA, ARCHITECT,
P.O. Box 4460 :: 190 North Ross Lane
IN THE CONTRACT BETWEEN HIM AND THE OWNER,
AND SHALL NOT BE USED, IN WHOLE OR IN PART,COPYRIGHT 2022 BY GARY CAPERNA, ARCHITECT.
AUTHORIZATION BY GARY CAPERNA, ARCHITECT.
Idaho AR-986158, Colorado 404248 THE IDEAS, & DESIGNS INCORPORATED HEREIN,
ARCHITECT
AS INSTRUMENTS OF PROFESSIONAL SERVICE,
541.773.8325 Cell: 541.840.4123
Email: garycaperna@charter.net
Oregon 5247, Washington 11470
AND ARE TO BE USED ONLY AS PROVIDED
WWW.JBSTEELINC.COM
Post Office Box 4460 97501
architecture Medford, Oregon 97501
DESCRIPTION
FOR LAND USE APPROVAL
NOT FOR CONSTRUCTION
7/29/2022 9:20 AM
THESE DOCUMENTS,
planning
CONCEPTUAL
Project Location:
ELEVATIONS
2737-18
DRAWING NUMBER:
CLIENT:
DATE
CHECKED BY:
PROJECT NO:
SHEET TITLE:
ISSUE DATE:
DRAWN BY:
Web:
STAMP
GRAND TERRACE MARK
PROJECT: AN APARTMENT COMPLEX FOR
OR CCB # 22599 :: CA 298104 A&B :: ID RCE-42730 :: NM 391362
Office: 541.773.8325 :: Fax: 541.773.6523
Member American Institute Of Architects
190 North Ross Lane, Medford, Oregon
FOR ANY OTHER PROJECT WITHOUT EXPRESS WRITTEN
ARE THE PROPERTY OF GARY CAPERNA, ARCHITECT,
P.O. Box 4460 :: 190 North Ross Lane
IN THE CONTRACT BETWEEN HIM AND THE OWNER,
AND SHALL NOT BE USED, IN WHOLE OR IN PART,COPYRIGHT 2022 BY GARY CAPERNA, ARCHITECT.
AUTHORIZATION BY GARY CAPERNA, ARCHITECT.
Idaho AR-986158, Colorado 404248 THE IDEAS, & DESIGNS INCORPORATED HEREIN,
ARCHITECT
AS INSTRUMENTS OF PROFESSIONAL SERVICE,
541.773.8325 Cell: 541.840.4123
Email: garycaperna@charter.net
Oregon 5247, Washington 11470
AND ARE TO BE USED ONLY AS PROVIDED
WWW.JBSTEELINC.COM
Post Office Box 4460 97501
architecture Medford, Oregon 97501
DESCRIPTION
FOR LAND USE APPROVAL
NOT FOR CONSTRUCTION
7/29/2022 9:20 AM
THESE DOCUMENTS,
planning
CONCEPTUAL
Project Location:
ELEVATIONS
2737-18
DRAWING NUMBER:
CLIENT:
DATE
CHECKED BY:
PROJECT NO:
SHEET TITLE:
ISSUE DATE:
DRAWN BY:
Web:
STAMP
GRAND TERRACE MARK
PROJECT: AN APARTMENT COMPLEX FOR
I have a question in to Ashland Fire & Rescue (AF&R) to ascertain if the northern egress
from the parking lot can be 24’ wide
1750 Delta Waters Road, Suite 102, PMB 405, Medford, OR 97504 (541) 941.2681
1750 Delta Waters Road, Suite 102, PMB 405, Medford, OR 97504 (541) 941.2681
*I’m asking AF&R if the FDC can be placed on the building or is required to be placed
remotely.
1750 Delta Waters Road, Suite 102, PMB 405, Medford, OR 97504 (541) 941.2681
1750 Delta Waters Road, Suite 102, PMB 405, Medford, OR 97504 (541) 941.2681
may
1750 Delta Waters Road, Suite 102, PMB 405, Medford, OR 97504 (541) 941.2681
WHEN PRINTED ON 11X17
REVISION DATE
ISSUE DATE:
DRAWN BY:L 1.0
JOB NO. 2155
1"= 100'-0"
03.31.22
SCALE
IC/KK
ASHLAND, OR 97520
HIGHWAY 99
150'
0'25'50'100'
SCALE: 1" = 100'-0"
WHEN PRINTED ON 11X17
REVISION DATE
L 1.1
ISSUE DATE:
DRAWN BY:
JOB NO. 2155
1"= 100'-0"
03.31.22
SCALE
IC/KK
ASHLAND, OR 97520
HIGHWAY 99
150'
0'25'50'100'
SCALE: 1" = 100'-0"
WHEN PRINTED ON 11X17
REVISION DATE
ISSUE DATE:
DRAWN BY:L 3.0
JOB NO. 2155
1"= 100'-0"
03.31.22
SCALE
IC/KK
ASHLAND, OR 97520
HIGHWAY 99
0'25'50'100'150'
SCALE: 1" = 100'-0"
WHEN PRINTED ON 11X17
REVISION DATE
L 3.1
ISSUE DATE:
DRAWN BY:
JOB NO. 2155
1"= 40'-0"
03.31.22
SCALE
IC/KK
ASHLAND, OR 97520
HIGHWAY 99
0'10'20'40'60'
SCALE: 1" = 40'-0"
WHEN PRINTED ON 11X17
REVISION DATE
ISSUE DATE:
DRAWN BY:L 3.2
JOB NO. 2155
1"= 40'-0"
03.31.22
SCALE
IC/KK
ASHLAND, OR 97520
HIGHWAY 99
0'10'20'40'60'
SCALE: 1" = 40'-0"
WHEN PRINTED ON 11X17
REVISION DATE
ISSUE DATE:
DRAWN BY:L 3.3
JOB NO. 2155
1"= 40'-0"
03.31.22
SCALE
IC/KK
ASHLAND, OR 97520
HIGHWAY 99
0'10'20'40'60'
SCALE: 1" = 40'-0"
WHEN PRINTED ON 11X17
REVISION DATE
ISSUE DATE:
DRAWN BY:
L 3.4
JOB NO. 2155
1"= 40'-0"
03.31.22
SCALE
IC/KK
ASHLAND, OR 97520
HIGHWAY 99
0'10'20'40'60'
SCALE: 1" = 40'-0"
WHEN PRINTED ON 11X17
REVISION DATE
ISSUE DATE:
DRAWN BY:L 4.0
JOB NO. 2155
1"= 100'-0"
03.31.22
SCALE
IC/KK
ASHLAND, OR 97520
HIGHWAY 99
6.ALL TREE PRUNING & TREE REMOVAL FOR PURPOSES OF FIRE PREVENTION WILL BE DONE
OUTSIDE OF THE GENERAL FUEL MODIFICATION AREA SETBACK OF PROPOSED BUILDINGS
BY GAS-POWERED CHAIN SAWS AND CHIPPED. ALL CHIPPED MATERIAL WILL BE SPREAD
3.EXISTING TREES NOT ON THE CITY OF ASHLAND'S PROHIBITED FLAMMABLE PLANT LIST
150'
2.B.PRUNE TREE LIMBS SO THEY DO NOT TOUCH ANY PART OF A PROPOSED
5.CHAIN SAW WORK & ALL TREE AND VEGETATION REMOVAL WILL OCCUR AFTER
0'25'50'100'
2.A.10 FT HORIZONTAL CLEARANCE FROM A CHIMNEY OUTLET
PERMITTING & WILL NOT OCCUR DURING ODF SHUTDOWN TIMES.
SHALL BE PRUNED TO ACHIEVE CLEARANCE AS FOLLOWS:
SCALE: 1" = 100'-0"
4.REMOVE ALL DEAD OR DYING VEGETATION
STRUCTURE
OR HAULED OFF.
1.D.SEPARATE TREE CANOPIES BY AT LEAST 10 FT AT MATURE SIZE UNLESS MARKED
1.C.MAINTAIN A GROUND CLEARANCE OF 8 FT OR ONE-THIRD OF THE TREE HEIGHT,
APPARATUS TURN-AROUND, DISTANCE TO FIRE HYDRANTS, AND FIRE DEPARTMENT WORK
SYSTEM MAY BE AN ACCEPTABLE MEANS TO MITIGATE DEFICIENCIES RELATED TO OTHER
2.EXISTING TREES ON THE CITY OF ASHLAND'S PROHIBITED FLAMMABLE PLANT LIST SHALL
1.ENTIRE PROPERTY TO BE INCLUDED FOR PRUNING & TREE REMOVAL. REFER TO TREE
9.FIRE SPRINKLER SYSTEM - IF ACCESS TO SITE EXCEEDS 10 % THE INSTALLATION OF A
1.E.CANOPY SPACING REQUIREMENTS DO NOT APPLY TO SIGNIFICANT TREES
RESIDENTIAL SYSTEM WILL BE REQUIRED. THE INSTALLATION OF A FIRE SPRINKLER
FIRE REQUIREMENTS SUCH AS FIRE FLOW, HOSE REACH, FIRE LANE WIDTH, FIRE
MUST BE SHOWN ON SITE PLAN WHEN SUBMITTING FOR BUILDING PERMITS.
1.B.10 FT FROM THE FURTHEST EXTENSION OF A NEW BUILDING
1.A.10 FT ABOVE THE ROOF OF A NEW BUILDING
BE PRUNED TO ACHIEVE CLEARANCE AS FOLLOWS:
ON THE PLAN AS A GROUP OF TREES.
TREE PRUNING FOR FIRE PREVENTION NOTES:
PROTECTION PLAN FOR SIZE & SPECIES.
WHICHEVER IS LESS
AREAS. OFC 503.1.1
LOCATION. HYDRANT DISTANCE SHALL NOT EXCEED 300 FEET. HYDRANT DISTANCE CAN BE
AS RETAINING WALLS) REQUIRE STAIRS. THE STAIRS SHALL BE AN ALL-WEATHER SURFACE
HAVE VERTICAL CLEARANCE OF 13' 6". WITH THE INSTALLATION OF FIRE SPRINKLERS, 200'7.FIRE HYDRANT DISTANCE TO STRUCTURES - HYDRANT DISTANCE IS MEASURED FROM THE
REQUIRED SO THAT ALL EXTERIOR PORTIONS OF THE STRUCTURE CAN BE REACHED WITH
THE FIRE HOSE. ANY CHANGES IN ELEVATION GREATER THAN TWO FEET IN HEIGHT (SUCH
INDICATED ON SITE PLANS SUBMITTED FOR BUILDING PERMITS. FIRE APPARATUS ACCESSTHAT THE PRIVATE DRIVE IS FIRE APPARATUS ACCESS AND MUST STATE THAT IT CANNOT
OF THE DRIVEWAY IS ALLOWED TO HAVE AN 18 PERCENT SLOPE. INSIDE TURNING RADIUS
IS REQUIRED TO BE SIGNED AS "NO PARKING-FIRE LANE". FINAL PLAT NEEDS TO INDICATE
FROM THE CENTER NUT OF THE HYDRANT ALL THE WAY AROUND. FENCES, LANDSCAPING
CONSTRUCTED OF AN ALL-WEATHER DRIVING SURFACE. FIRE APPARATUS ACCESS MUST6.FIREFIGHTER ACCESS PATHWAY - AN APPROVED FOOTPATH AROUND THE STRUCTURE IS8.FIRE HYDRANTS CLEARANCE - HYDRANTS
MUST HAVE 3 FEET OF CLEARANCE EXTENDING
HYDRANT, ALONG A DRIVING SURFACE, TO THE APPROVED FIRE APPARATUS OPERATING
AND MEET THE REQUIREMENTS AS SPECIFIED IN THE OREGON STRUCTURAL SPECIALTY
IS AT LEAST 20 FEET AND OUTSIDE TURNING RADIUS IS AT LEAST 40 FEET AND MUST BE
SUPPORT 60,000 POUNDS, NO PARKING, HAVE A MAXIMUM SLOPE OF 10 PERCENT, AND
AND OTHER ITEMS MAY NOT OBSTRUCT THE HYDRANT FROM CLEAR VIEW. HYDRANTS
INCREASED TO 600 FEET IF APPROVED FIRE SPRINKLER SYSTEMS ARE INSTALLED.
BE MODIFIED WITHOUT APPROVAL OF ASHLAND FIRE & RESCUE.
CODE. OFC 503.1.1
NUMBERS, MUST BE IN PLACE WITH TEMPORARY SIGNS WHEN CONSTRUCTION BEGINS AND
3.ADDRESSING - BUILDING NUMBERS OR ADDRESSES MUST BE AT LEAST 4 INCHES TALL, BE
SIGNAGE MAY BE NECESSARY TO GUIDE EMERGENCY RESPONDERS DOWN A DRIVEWAY,PATH OR THROUGH A GATE. ALL PREMISES IDENTIFICATION, STREET SIGNS AND BUILDING
OF A COLOR THAT IS IN CONTRAST TO ITS BACKGROUND AND SHALL BE PLAINLY VISIBLETHE PUBLIC ROAD TRANSITIONS TO THE PRIVATE FIRE APPARATUS ACCESS ROAD MUST
4.FIRE APPARATUS ACCESS APPROACH -THE ANGLE OF APPROACH AT THE POINT WHERE
MEET THE CITY OF ASHLAND ENGINEERING DEPARTMENT SPECIFICATIONS. OFC 503.2.8
AND LEGIBLE FROM THE STREET FRONTING THE PROPERTY. ADDITIONAL DIRECTIONAL
5.FIRE APPARATUS ACCESS -SINGLE RESIDENTIAL LOT-IF THE FURTHEST POINT ON THE
PRIVATE DRIVE OR STREET MUST MEET FIRE APPARATUS ACCESS. FIRE APPARATUS
STRUCTURE IS GREATER THAN 150' FROM THE STREET, THE ENTIRE LENGTH OF THE
1.FIRE DEPARTMENT COMMENTS ARE BASED UPON THE 2019 OREGON FIRE CODE AS
ADOPTED BY THE ASHLAND MUNICIPAL CODE, AND ASHLAND LAND USE LAWS:
ACCESS SHALL BE 15 FEET CLEAR WIDTH, WITH THE CENTER 12 FEET BEING
PERMANENT SIGNAGE PRIOR TO ISSUANCE OF ANY OCCUPANCY. OFC 505
2.ALL SITE DEVELOPMENT SHALL COMPLY WITH THE FOLLOWING:
FIRE PREVENTION & CONTROL PLAN NOTES:
CONTACT: RALPH SARTAIN 541-552-2229
RALPH.SARTAIN@ASHLAND.OR.US
ASHLAND FIRE & RESCUE
SANDOWENGINEERING
SANDOW
SANDOW
ENGINEERING
SANDOW
SANDOW
ENGINEERING
SANDOW
SANDOW
ENGINEERING
SANDOW
SANDOW
ENGINEERING
SANDOW
SANDOW
ENGINEERING
SANDOW
SANDOW
ENGINEERING
SANDOW
SANDOW
ENGINEERING
SANDOW
SANDOW
ENGINEERING
SANDOW
SANDOW
ENGINEERING
SANDOW
SANDOW
ENGINEERING
160 Madison Street Suite A
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HCM 6th TWSCSandow Engineering
26: 99 & South Project Access
Intersection
Int Delay, s/veh0.6
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h1816291401105654
Future Vol, veh/h1816291401105654
Conflicting Peds, #/hr000000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length750125---
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor858595959595
Heavy Vehicles, %111111
Mvmt Flow2119311475111257
Major/MinorMinor2Major1Major2
Conflicting Flow All2678114111690-0
Stage 11141-----
Stage 21537-----
Critical Hdwy6.416.214.11---
Critical Hdwy Stg 15.41-----
Critical Hdwy Stg 25.41-----
Follow-up Hdwy3.5093.3092.209---
Pot Cap-1 Maneuver25245601---
Stage 1306-----
Stage 2197-----
Platoon blocked, %---
Mov Cap-1 Maneuver24245601---
Mov Cap-2 Maneuver118-----
Stage 1290-----
Stage 2197-----
ApproachEBNBSB
HCM Control Delay, s32.10.20
HCM LOSD
Minor Lane/Major MvmtNBLNBTEBLn1EBLn2SBTSBR
Capacity (veh/h)601-118245--
HCM Lane V/C Ratio0.051-0.1790.077--
HCM Control Delay (s)11.3-42.120.9--
HCM Lane LOSB-EC--
HCM 95th %tile Q(veh)0.2-0.60.2--
Grand Terrace- Ashland, Oregon12/01/2021
2034 PM BuildPage 1
Summary of All Intervals
Run Number12345Avg
Start Time4:204:204:204:204:204:20
End Time5:305:305:305:305:305:30
Total Time (min)707070707070
Time Recorded (min)606060606060
# of Intervals333333
# of Recorded Intervals222222
Vehs Entered352734763500353035683521
Vehs Exited351534743535352834993509
Starting Vehs240239266232222238
Ending Vehs252241231234291242
Travel Distance (mi)506049994973500250895025
Travel Time (hr)539.6521.6438.9469.6541.5502.3
Total Delay (hr)382.8367.2285.0314.6384.3346.8
Total Stops472645274385425552354625
Fuel Used (gal)244.8238.6219.6226.3246.7235.2
Interval #0 Information Seed
Start Time4:20
End Time4:30
Total Time (min)10
Volumes adjusted by Growth Factors.
No data recorded this interval.
Interval #1 Information Recording
Start Time4:30
End Time4:45
Total Time (min)15
Volumes adjusted by PHF, Growth Factors.
Run Number12345Avg
Vehs Entered918917894899942913
Vehs Exited881887906890873888
Starting Vehs240239266232222238
Ending Vehs277269254241291260
Travel Distance (mi)131212751276125512831280
Travel Time (hr)84.696.480.682.390.887.0
Total Delay (hr)44.157.041.443.651.347.5
Total Stops124612581063100511731148
Fuel Used (gal)50.553.049.148.551.550.6
SimTraffic Simulation Summary12/01/2021
2034 PM BuildPage 1
Interval #2 Information Recording2
Start Time4:45
End Time5:30
Total Time (min)45
Volumes adjusted by Growth Factors, Anti PHF.
Run Number12345Avg
Vehs Entered260925592606263126262606
Vehs Exited263425872629263826262622
Starting Vehs277269254241291260
Ending Vehs252241231234291242
Travel Distance (mi)374837243697374838063744
Travel Time (hr)455.0425.2358.3387.3450.7415.3
Total Delay (hr)338.7310.2243.6271.0333.1299.3
Total Stops348032693322325040623477
Fuel Used (gal)194.3185.6170.5177.8195.1184.7
SimTraffic Simulation Summary12/01/2021
2034 PM BuildPage 2
Intersection: 26: 99 & South Project Access, Interval #1
MovementEBEBNB
Directions ServedLRL
Maximum Queue (ft)584342
Average Queue (ft)291713
95th Queue (ft)684742
Link Distance (ft)163
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)75125
Storage Blk Time (%)50
Queuing Penalty (veh)10
Intersection: 26: 99 & South Project Access, Interval #2
MovementEBEBNB
Directions ServedLRL
Maximum Queue (ft)714344
Average Queue (ft)231317
95th Queue (ft)624145
Link Distance (ft)163
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)75125
Storage Blk Time (%)40
Queuing Penalty (veh)10
Intersection: 26: 99 & South Project Access, All Intervals
MovementEBEBNB
Directions ServedLRL
Maximum Queue (ft)755448
Average Queue (ft)241416
95th Queue (ft)644344
Link Distance (ft)163
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)75125
Storage Blk Time (%)40
Queuing Penalty (veh)10
Queuing and Blocking Report12/01/2021
2034 PM BuildPage 3
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2021 No-Build 2021 Build 2034 No-Build2034 Build
Available 95th 95th 95th 95th
Movement Avg Avg Avg Avg
Storage Percentile Percentile Percentile Percentile
S. Valley View at Rogue Valley Highway (S Jackson/Valley View & 99)
SEB Left-Highway
225 25 75 25 50 25 5075225
SEB Thru >500 100 200 100 200 100 200 250 600
SEB Thru- Right>500 50 125 50 150 50 150 200 550
NWB Left-Highway
475 25 50 25 50 25 502550
NWB-Thru >500 75 100 75 125 75 125 75125
NWB-Thru >500 75 125 75 125 75 150 100 175
NWB-Right 100 75 125 50 125 50 125 75150
NB-Left-Thru-
75 25 50 25 50 25 502575
NB-Right 100 25 50 25 50 25 502550
SB-LTR-Valley View >500 600 1000 925 1475 700 1425 1100 2325
Jackson Road at Rogue Valley Highway (99 & Jackson)
SEB Left 100 25 50 25 75 25 5025100
NWB Left 100 25 25 25 25 25 252525
NEB Left-Thru-Right 100 50 150 75 175 75 225 150 300
SWB Left-Thru-
200 100 225 125 275 150 300 175 350
Jackson Road at Main Street
SW Left- Right 175 25 25 25 25 25 25 25100
SB Left 50 25 25 25 25 25 25 2550
Maple Street at Main Street
EB Left-Thru-Right 400 75 150 75 150 75 175 150 300
WB Left-Thru-Right 175 25 50 25 50 25 502550
NB Left 150 225 600 250 600 250 600 275 625
NB Thru >500 1000 1300 100 1275 1050 1275 1025 1300
NB Right 160 50 200 50 200 25 150 50200
SB Left 75 25 100 25 125 50 125 25100
SB Thru >500 1150 2750 1475 3250 1775 3550 2075 4275
SB Right 195 150 400 175 400 225 425 175 400
SANDOW
ENGINEERINGSANDOW
02/05/2020
MovementSBSW
Directions ServedLLR
Maximum Queue (ft)1611
Average Queue (ft)42
95th Queue (ft)2012
Link Distance (ft)303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)50
Storage Blk Time (%)
Queuing Penalty (veh)
MovementSBSW
Directions ServedLLR
Maximum Queue (ft)2324
Average Queue (ft)14
95th Queue (ft)1020
Link Distance (ft)303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)50
Storage Blk Time (%)
Queuing Penalty (veh)
MovementSBSW
Directions ServedLLR
Maximum Queue (ft)2829
Average Queue (ft)23
95th Queue (ft)1319
Link Distance (ft)303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)50
Storage Blk Time (%)
Queuing Penalty (veh)
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 1
02/05/2020
MovementSENWNESW
Directions ServedLLLTRLTR
Maximum Queue (ft)27115644
Average Queue (ft)822417
95th Queue (ft)31156043
Link Distance (ft)219234
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100100
Storage Blk Time (%)
Queuing Penalty (veh)
MovementSENWNESW
Directions ServedLLLTRLTR
Maximum Queue (ft)34297486
Average Queue (ft)942437
95th Queue (ft)31195780
Link Distance (ft)219234
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100100
Storage Blk Time (%)
Queuing Penalty (veh)
MovementSENWNESW
Directions ServedLLLTRLTR
Maximum Queue (ft)38307886
Average Queue (ft)942432
95th Queue (ft)31195874
Link Distance (ft)219234
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100100
Storage Blk Time (%)
Queuing Penalty (veh)
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 2
02/05/2020
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)2429339431082735909698
Average Queue (ft)7112071657810575542
95th Queue (ft)2733372441122734969998
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)10
Queuing Penalty (veh)60
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)4729696611507242103144119
Average Queue (ft)121236617751511575945
95th Queue (ft)403571948129493210011398
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)001
Queuing Penalty (veh)031
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)4729696611547251103144122
Average Queue (ft)101232817711310575845
95th Queue (ft)37356654712644329911098
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)010
Queuing Penalty (veh)031
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 3
02/05/2020
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)71222895601155026689
Average Queue (ft)39959304171215023
95th Queue (ft)752725665211754267102
Link Distance (ft)136323510803264
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)1819
Queuing Penalty (veh)811
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)114324501039260123494295
Average Queue (ft)528235700291624678
95th Queue (ft)9927588112015683503267
Link Distance (ft)136323510803264
Upstream Blk Time (%)0
Queuing Penalty (veh)3
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)4129
Queuing Penalty (veh)2726
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)114324501039260123494295
Average Queue (ft)498192605261522265
95th Queue (ft)9427538109614877464238
Link Distance (ft)136323510803264
Upstream Blk Time (%)0
Queuing Penalty (veh)3
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)3527
Queuing Penalty (veh)2222
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 4
02/05/2020
MovementSBSW
Directions ServedLLR
Maximum Queue (ft)1724
Average Queue (ft)36
95th Queue (ft)1725
Link Distance (ft)303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)50
Storage Blk Time (%)
Queuing Penalty (veh)
MovementSBSBSW
Directions ServedLTLR
Maximum Queue (ft)281424
Average Queue (ft)214
95th Queue (ft)161221
Link Distance (ft)336303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)50
Storage Blk Time (%)0
Queuing Penalty (veh)0
MovementSBSBSW
Directions ServedLTLR
Maximum Queue (ft)291430
Average Queue (ft)305
95th Queue (ft)161022
Link Distance (ft)336303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)50
Storage Blk Time (%)0
Queuing Penalty (veh)0
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 1
02/05/2020
MovementSENWNESW
Directions ServedLLLTRLTR
Maximum Queue (ft)2932154243
Average Queue (ft)12994146
95th Queue (ft)3533174262
Link Distance (ft)219234
Upstream Blk Time (%)015
Queuing Penalty (veh)00
Storage Bay Dist (ft)100100
Storage Blk Time (%)
Queuing Penalty (veh)
MovementSENWNESW
Directions ServedLLLTRLTR
Maximum Queue (ft)3428156240
Average Queue (ft)933356
95th Queue (ft)3117102170
Link Distance (ft)219234
Upstream Blk Time (%)5
Queuing Penalty (veh)0
Storage Bay Dist (ft)100100
Storage Blk Time (%)
Queuing Penalty (veh)
MovementSENWNESW
Directions ServedLLLTRLTR
Maximum Queue (ft)3433166249
Average Queue (ft)1044878
95th Queue (ft)3222131208
Link Distance (ft)219234
Upstream Blk Time (%)07
Queuing Penalty (veh)00
Storage Bay Dist (ft)100100
Storage Blk Time (%)
Queuing Penalty (veh)
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 2
02/05/2020
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)50376846423320641110152114
Average Queue (ft)1922447361579016627864
95th Queue (ft)53467996525121645106154120
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)00121
Queuing Penalty (veh)001245
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)4729862521264337103118116
Average Queue (ft)996281655714575246
95th Queue (ft)33311007431072834959597
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)000
Queuing Penalty (veh)020
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)55388626723320646112162117
Average Queue (ft)121258421802714595850
95th Queue (ft)3936978521761143798114104
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)00010
Queuing Penalty (veh)00072
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 3
02/05/2020
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)199334491093162922410295
Average Queue (ft)12212247105934241113191
95th Queue (ft)2193561012131681062353412
Link Distance (ft)136323510803264
Upstream Blk Time (%)11
Queuing Penalty (veh)221
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)5452
Queuing Penalty (veh)7597
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)1343644910972601232889295
Average Queue (ft)41821692639181134132
95th Queue (ft)93285671268189902856359
Link Distance (ft)136323510803264
Upstream Blk Time (%)3
Queuing Penalty (veh)21
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)40035
Queuing Penalty (veh)18022
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)2124245010982601232889295
Average Queue (ft)61922495838201129146
95th Queue (ft)148305781279184942748375
Link Distance (ft)136323510803264
Upstream Blk Time (%)5
Queuing Penalty (veh)71
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)43039
Queuing Penalty (veh)32040
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 4
02/05/2020
MovementSBSBSW
Directions ServedLTLR
Maximum Queue (ft)183624
Average Queue (ft)405
95th Queue (ft)19022
Link Distance (ft)336303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)50
Storage Blk Time (%)1
Queuing Penalty (veh)0
MovementSBSBB1SW
Directions ServedLTTLR
Maximum Queue (ft)291064229
Average Queue (ft)21544
95th Queue (ft)131284920
Link Distance (ft)336464303
Upstream Blk Time (%)1
Queuing Penalty (veh)7
Storage Bay Dist (ft)50
Storage Blk Time (%)03
Queuing Penalty (veh)00
MovementSBSBB1SW
Directions ServedLTTLR
Maximum Queue (ft)301064229
Average Queue (ft)21234
95th Queue (ft)151104220
Link Distance (ft)336464303
Upstream Blk Time (%)1
Queuing Penalty (veh)5
Storage Bay Dist (ft)50
Storage Blk Time (%)03
Queuing Penalty (veh)00
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 1
02/05/2020
MovementSENWNESW
Directions ServedLLLTRLTR
Maximum Queue (ft)5033188249
Average Queue (ft)265114172
95th Queue (ft)5725208309
Link Distance (ft)219234
Upstream Blk Time (%)144
Queuing Penalty (veh)00
Storage Bay Dist (ft)100100
Storage Blk Time (%)
Queuing Penalty (veh)
MovementSENWNESW
Directions ServedLLLTRLTR
Maximum Queue (ft)5430180249
Average Queue (ft)2353677
95th Queue (ft)5021122219
Link Distance (ft)219234
Upstream Blk Time (%)115
Queuing Penalty (veh)00
Storage Bay Dist (ft)100100
Storage Blk Time (%)
Queuing Penalty (veh)
MovementSENWNESW
Directions ServedLLLTRLTR
Maximum Queue (ft)5533195249
Average Queue (ft)24555100
95th Queue (ft)5222159256
Link Distance (ft)219234
Upstream Blk Time (%)123
Queuing Penalty (veh)00
Storage Bay Dist (ft)100100
Storage Blk Time (%)
Queuing Penalty (veh)
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 2
02/05/2020
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)38299345824121636117128118
Average Queue (ft)20186023316311014757469
95th Queue (ft)474110006027024438131150131
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)0222
Queuing Penalty (veh)01269
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)34291224501295345111109113
Average Queue (ft)9999513591015525041
95th Queue (ft)31311494371123838909594
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)000
Queuing Penalty (veh)011
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)432912245824121650124145123
Average Queue (ft)111190018843415575648
95th Queue (ft)363414524718513438103113106
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)0111
Queuing Penalty (veh)0083
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 3
02/05/2020
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)1703644910921621002564295
Average Queue (ft)10316263106540211163178
95th Queue (ft)170396171200188982627400
Link Distance (ft)136323510803264
Upstream Blk Time (%)12
Queuing Penalty (veh)238
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)5451
Queuing Penalty (veh)7599
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)1092445010952601273038295
Average Queue (ft)44823696135251556169
95th Queue (ft)912558812601771073393396
Link Distance (ft)136323510803264
Upstream Blk Time (%)40
Queuing Penalty (veh)280
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)4341
Queuing Penalty (veh)2027
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)1713645010952601273038295
Average Queue (ft)581024298636241461171
95th Queue (ft)1252959512651801053237397
Link Distance (ft)136323510803264
Upstream Blk Time (%)60
Queuing Penalty (veh)810
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)4544
Queuing Penalty (veh)3345
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 4
02/05/2020
MovementSBSBB1SW
Directions ServedLTTLR
Maximum Queue (ft)171008428
Average Queue (ft)41127
95th Queue (ft)201221929
Link Distance (ft)336464303
Upstream Blk Time (%)3
Queuing Penalty (veh)53
Storage Bay Dist (ft)50
Storage Blk Time (%)4
Queuing Penalty (veh)0
MovementSBSBB1B26B2SW
Directions ServedLTTTTLR
Maximum Queue (ft)423502271432730
Average Queue (ft)367472334
95th Queue (ft)223002822053020
Link Distance (ft)3364645511437303
Upstream Blk Time (%)852
Queuing Penalty (veh)553313
Storage Bay Dist (ft)50
Storage Blk Time (%)11
Queuing Penalty (veh)0
MovementSBSBB1B26B2SW
Directions ServedLTTTTLR
Maximum Queue (ft)433502271432734
Average Queue (ft)353361725
95th Queue (ft)222672441772622
Link Distance (ft)3364645511437303
Upstream Blk Time (%)741
Queuing Penalty (veh)552510
Storage Bay Dist (ft)50
Storage Blk Time (%)9
Queuing Penalty (veh)0
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 1
02/05/2020
MovementSENWNESW
Directions ServedLLLTRLTR
Maximum Queue (ft)2922213249
Average Queue (ft)137120196
95th Queue (ft)3527232314
Link Distance (ft)219234
Upstream Blk Time (%)1357
Queuing Penalty (veh)00
Storage Bay Dist (ft)100100
Storage Blk Time (%)
Queuing Penalty (veh)
MovementSENWNESW
Directions ServedLLLTRLTR
Maximum Queue (ft)3423211249
Average Queue (ft)11455111
95th Queue (ft)3320179276
Link Distance (ft)219234
Upstream Blk Time (%)928
Queuing Penalty (veh)00
Storage Bay Dist (ft)100100
Storage Blk Time (%)
Queuing Penalty (veh)
MovementSENWNESW
Directions ServedLLLTRLTR
Maximum Queue (ft)3423218249
Average Queue (ft)11571131
95th Queue (ft)3422201298
Link Distance (ft)219234
Upstream Blk Time (%)1035
Queuing Penalty (veh)00
Storage Bay Dist (ft)100100
Storage Blk Time (%)
Queuing Penalty (veh)
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 2
02/05/2020
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)56468245925422731120130103
Average Queue (ft)19225452717810016686954
95th Queue (ft)54529146025622737118151110
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)10211
Queuing Penalty (veh)001224
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)383410824616810450104156123
Average Queue (ft)9773815621315595946
95th Queue (ft)3328151740118554099116109
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)00011
Queuing Penalty (veh)00031
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)565010896025422750127179124
Average Queue (ft)111169118903415626148
95th Queue (ft)393714074719312939104126110
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)00011
Queuing Penalty (veh)00082
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 3
02/05/2020
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)2304144910932141492945295
Average Queue (ft)13718324108540381445186
95th Queue (ft)2374265010961881393073406
Link Distance (ft)136323510803264
Upstream Blk Time (%)120
Queuing Penalty (veh)2911
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)5553
Queuing Penalty (veh)89116
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)1323245010941681233258295
Average Queue (ft)447215102715241853204
95th Queue (ft)942656712731041033654419
Link Distance (ft)136323510803264
Upstream Blk Time (%)40
Queuing Penalty (veh)341
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)4141
Queuing Penalty (veh)2230
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)2324145010952601503258295
Average Queue (ft)6610241104121271754200
95th Queue (ft)1593159612591291133539416
Link Distance (ft)136323510803264
Upstream Blk Time (%)60
Queuing Penalty (veh)981
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)4444
Queuing Penalty (veh)3952
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 4
02/05/2020
MovementSBSW
Directions ServedLLR
Maximum Queue (ft)1618
Average Queue (ft)34
95th Queue (ft)1720
Link Distance (ft)303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)50
Storage Blk Time (%)
Queuing Penalty (veh)
MovementSBSBB1B26B2SW
Directions ServedLTTTTLR
Maximum Queue (ft)72436551640143872
Average Queue (ft)923928629958626
95th Queue (ft)535637167961701103
Link Distance (ft)3364645511437303
Upstream Blk Time (%)5550453
Queuing Penalty (veh)1196109398856
Storage Bay Dist (ft)50
Storage Blk Time (%)056
Queuing Penalty (veh)06
MovementSBSBB1B26B2SW
Directions ServedLTTTTLR
Maximum Queue (ft)72436551640143872
Average Queue (ft)818221722744521
95th Queue (ft)47511642709150090
Link Distance (ft)3364645511437303
Upstream Blk Time (%)4137342
Queuing Penalty (veh)89782074142
Storage Bay Dist (ft)50
Storage Blk Time (%)042
Queuing Penalty (veh)04
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 1
02/05/2020
MovementSENWNESW
Directions ServedLLLTRLTR
Maximum Queue (ft)28114847
Average Queue (ft)732326
95th Queue (ft)27175554
Link Distance (ft)219234
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100100
Storage Blk Time (%)
Queuing Penalty (veh)
MovementSESEB8B8NWNESW
Directions ServedLTRTLLTRLTR
Maximum Queue (ft)12443073673028234249
Average Queue (ft)281392161525170214
95th Queue (ft)9745675162622287319
Link Distance (ft)347696696219234
Upstream Blk Time (%)301025278
Queuing Penalty (veh)6611062300
Storage Bay Dist (ft)100100
Storage Blk Time (%)32
Queuing Penalty (veh)11
MovementSESEB8B8NWNESW
Directions ServedLTRTLLTRLTR
Maximum Queue (ft)12443073673028234249
Average Queue (ft)231051641155135169
95th Queue (ft)8639865454221281331
Link Distance (ft)347696696219234
Upstream Blk Time (%)23723958
Queuing Penalty (veh)496791800
Storage Bay Dist (ft)100100
Storage Blk Time (%)24
Queuing Penalty (veh)9
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 2
02/05/2020
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)172941435117502493112114
Average Queue (ft)41128013651710585548
95th Queue (ft)2134475391175228100117115
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)10
Queuing Penalty (veh)70
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)6554219843477975854144216125
Average Queue (ft)252113396229525419788668
95th Queue (ft)5949245924965460446127165134
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)2031
Queuing Penalty (veh)42700
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)102731
Queuing Penalty (veh)0019406
MovementNBNBSBSESESENWNWNWNW
Directions ServedLTRLTRLTTRLTTR
Maximum Queue (ft)6554219843477975854145216125
Average Queue (ft)201910835024019717737863
95th Queue (ft)5546231621759354543123157131
Link Distance (ft)2282142895895696696
Upstream Blk Time (%)1521
Queuing Penalty (veh)32000
Storage Bay Dist (ft)65225475100
Storage Blk Time (%)102021
Queuing Penalty (veh)0014324
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 3
02/05/2020
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)9324449104821142437192
Average Queue (ft)468227766401026866
95th Queue (ft)8926582108118951550239
Link Distance (ft)136323510803264
Upstream Blk Time (%)1
Queuing Penalty (veh)6
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)4533
Queuing Penalty (veh)2425
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)3434945010972601273264295
Average Queue (ft)15719277107538232631205
95th Queue (ft)3054463111801821064283416
Link Distance (ft)136323510803264
Upstream Blk Time (%)141
Queuing Penalty (veh)34225
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)5756
Queuing Penalty (veh)92125
MovementEBWBNBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)3434945010972601273264295
Average Queue (ft)13016265100138202061171
95th Queue (ft)282416211283184954268396
Link Distance (ft)136323510803264
Upstream Blk Time (%)111
Queuing Penalty (veh)25819
Storage Bay Dist (ft)15016070195
Storage Blk Time (%)5450
Queuing Penalty (veh)75100
Casita Subdivision - Ashland, OregonSimTraffic Report
Page 4
N
12
Jackson Road
2
3
Sheridan Street
Grant Street
Maple Street
4
Wimer Street
N
1
1: Rogue Valley Hwy @ S. Valley View
Jackson Road
2
3
Sheridan Street
4: Maple Street @ Main Street
Grant Street
Maple Street
4
Wimer Street
3: Jackson Road @ Main Street
N
1
1: Rogue Valley Hwy @ S. Valley View
Jackson Road
2
3
Sheridan Street
4: Maple Street @ Main Street
Grant Street
Maple Street
4
Wimer Street
3: Jackson Road @ Main Street
N
1
1: Rogue Valley Hwy @ S. Valley View
Jackson Road
2
3
Sheridan Street
4: Maple Street @ Main Street
Grant Street
Maple Street
4
Wimer Street
3: Jackson Road @ Main Street
N
1
1: Rogue Valley Hwy @ S. Valley View
Jackson Road
2
7
6
3
Sheridan Street
4: Maple Street @ Main Street
Grant Street
Maple Street
4
Wimer Street
7: Rogue Valley Hwy@ Project Access 2
6: Rogue Valley Hwy@ Project Access
3: Jackson Road @ Main Street
N
1
1: Rogue Valley Hwy @ S. Valley View
Jackson Road
2
7
6
3
Sheridan Street
4: Maple Street @ Main Street
Grant Street
Maple Street
4
Wimer Street
5
6: Rogue Valley Hwy@ Project Access7: Rogue Valley Hwy@ Project Access 2
3: Jackson Road @ Main Street
N
1
1: Rogue Valley Hwy @ S. Valley View
Jackson Road
2
7
6
3
Sheridan Street
4: Maple Street @ Main Street
Grant Street
Maple Street
4
Wimer Street
5
6: Rogue Valley Hwy@ Project Access7: Rogue Valley Hwy@ Project Access 2
3: Jackson Road @ Main Street
SANDOW
ENGINEERING
SANDOW
ENGINEERING
SANDOWENGINEERING
SANDOW
ENGINEERING
SANDOW
ENGINEERING
SANDOW
ENGINEERING
SANDOW
ENGINEERING
SANDOW
ENGINEERING
SANDOW
ENGINEERING
SANDOW
ENGINEERING
05/24/2019
Lane GroupNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Volume (vph)708100103205
Future Volume (vph)708100103205
Ideal Flow (vphpl)175017501750175017501750
Storage Length (ft)1755000
Storage Lanes1110
Taper Length (ft)5025
Lane Util. Factor1.001.001.001.001.001.00
Frt0.8500.865
Flt Protected
Satd. Flow (prot)169913051750165115140
Flt Permitted
Satd. Flow (perm)169913051750165115140
Link Speed (mph)354530
Link Distance (ft)3346408349
Travel Time (s)65.26.27.9
Peak Hour Factor0.960.960.960.960.960.96
Heavy Vehicles (%)3%14%0%6%0%0%
Adj. Flow (vph)738100107505
Shared Lane Traffic (%)
Lane Group Flow (vph)738100107550
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftLeftLeftRight
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn Lane
Headway Factor1.111.111.111.111.111.11
Sign ControlFreeFreeStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 69.0%ICU Level of Service C
Analysis Period (min) 15
- Ashland, Oregon 8:00 am 04/23/2018 2019 AM ExistingSynchro 9 Report
Page 1
05/24/2019
Intersection
Int Delay, s/veh0
MovementNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Vol, veh/h708100103205
Future Vol, veh/h708100103205
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length-17550-0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor969696969696
Heavy Vehicles, %3140600
Mvmt Flow738100107505
Major/MinorMajor1Major2Minor1
Conflicting Flow All0074801813738
Stage 1----738-
Stage 2----1075-
Critical Hdwy--4.1-6.46.2
Critical Hdwy Stg 1----5.4-
Critical Hdwy Stg 2----5.4-
Follow-up Hdwy--2.2-3.53.3
Pot Cap-1 Maneuver--870-87421
Stage 1----476-
Stage 2----331-
Platoon blocked, %---
Mov Cap-1 Maneuver--870-87421
Mov Cap-2 Maneuver----87-
Stage 1----476-
Stage 2----331-
ApproachNBSBSW
HCM Control Delay, s0013.7
HCM LOSB
Minor Lane/Major MvmtNBTNBRSBLSBTSWLn1
Capacity (veh/h)--870-421
HCM Lane V/C Ratio----0.012
HCM Control Delay (s)--0-13.7
HCM Lane LOS--A-B
HCM 95th %tile Q(veh)--0-0
- Ashland, Oregon 8:00 am 04/23/2018 2019 AM ExistingSynchro 9 Report
Page 2
05/24/2019
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)409972056783050134035
Future Volume (vph)409972056783050134035
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)100010000000
Storage Lanes10100000
Taper Length (ft)25252525
Lane Util. Factor1.000.950.951.000.950.951.001.001.001.001.001.00
Ped Bike Factor
Frt0.9970.9940.9770.932
Flt Protected0.9500.9500.9600.976
Satd. Flow (prot)153931310166232130016410015760
Flt Permitted0.9500.9500.9600.976
Satd. Flow (perm)153931310166232130016410015760
Link Speed (mph)45453030
Link Distance (ft)11521486250266
Travel Time (s)17.522.55.76.0
Confl. Bikes (#/hr)4
Peak Hour Factor0.960.960.960.960.960.960.960.960.960.960.960.96
Heavy Vehicles (%)8%6%0%0%3%0%0%0%0%1%0%1%
Adj. Flow (vph)4210392157063150135036
Shared Lane Traffic (%)
Lane Group Flow (vph)4210600573700600710
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Sign ControlFreeFreeStopStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 47.0%ICU Level of Service A
Analysis Period (min) 15
- Ashland, Oregon 8:00 am 04/23/2018 2019 AM ExistingSynchro 9 Report
Page 3
05/24/2019
Intersection
Int Delay, s/veh1.8
MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Vol, veh/h409972056783050134035
Future Vol, veh/h409972056783050134035
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--None--None
Storage Length100--100--------
Veh in Median Storage, #-0--0--0--0-
Grade, %-0--0--0--0-
Peak Hour Factor969696969696969696969696
Heavy Vehicles, %860030000101
Mvmt Flow4210392157063150135036
Major/MinorMajor1Major2Minor1Minor2
Conflicting Flow All737001060001497188153013361876369
Stage 1------11341134-732732-
Stage 2------363747-6041144-
Critical Hdwy4.26--4.1--7.56.56.97.526.56.92
Critical Hdwy Stg 1------6.55.5-6.525.5-
Critical Hdwy Stg 2------6.55.5-6.525.5-
Follow-up Hdwy2.28--2.2--3.543.33.5143.31
Pot Cap-1 Maneuver826--665--867249911372631
Stage 1------219280-381430-
Stage 2------634423-455277-
Platoon blocked, %----
Mov Cap-1 Maneuver826--665--776849910868631
Mov Cap-2 Maneuver------7768-10868-
Stage 1------208266-362427-
Stage 2------593420-431263-
ApproachSENWNESW
HCM Control Delay, s0.40.14836
HCM LOSEE
Minor Lane/Major MvmtNELn1NWLNWTNWRSELSETSERSWLn1
Capacity (veh/h)90665--826--186
HCM Lane V/C Ratio0.0690.008--0.05--0.386
HCM Control Delay (s)4810.5--9.6--36
HCM Lane LOSEB--A--E
HCM 95th %tile Q(veh)0.20--0.2--1.7
- Ashland, Oregon 8:00 am 04/23/2018 2019 AM ExistingSynchro 9 Report
Page 4
05/24/2019
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)10453255102244472375791554
Future Volume (vph)10453255102244472375791554
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)2250475100065065
Storage Lanes10110100
Taper Length (ft)300252525
Lane Util. Factor1.000.950.951.000.951.001.001.001.001.001.001.00
Ped Bike Factor0.98
Frt0.9860.8500.8500.989
Flt Protected0.9500.9500.9800.957
Satd. Flow (prot)156831090149831671444017151473015500
Flt Permitted0.4720.4260.9800.957
Satd. Flow (perm)7793109067231671414017151473015500
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)9456995
Link Speed (mph)45453035
Link Distance (ft)9251152271868
Travel Time (s)14.017.56.216.9
Confl. Bikes (#/hr)1
Peak Hour Factor0.980.980.980.980.980.980.980.980.980.980.980.98
Heavy Vehicles (%)6%6%0%11%5%3%0%0%1%6%7%16%
Adj. Flow (vph)10654356102294562375911555
Shared Lane Traffic (%)
Lane Group Flow (vph)10659901022945605706610
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 2222112112
Detector Template LeftLeft
Leading Detector (ft)783237832314320781432078
Trailing Detector (ft)215721571370213702
Detector 1 Position(ft)215721571370213702
Detector 1 Size(ft)666662066206
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72317723177272
Detector 2 Size(ft)666666
Detector 2 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.00.00.0
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
- Ashland, Oregon 8:00 am 04/23/2018 2019 AM ExistingSynchro 9 Report
Page 5
05/24/2019
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Protected Phases16248844
Permitted Phases62284
Detector Phase1622488844
Switch Phase
Minimum Initial (s)10.010.010.010.05.05.05.05.05.05.0
Minimum Split (s)14.027.425.025.026.523.723.723.726.526.5
Total Split (s)14.039.225.225.257.023.823.823.857.057.0
Total Split (%)11.7%32.7%21.0%21.0%47.5%19.8%19.8%19.8%47.5%47.5%
Maximum Green (s)10.033.819.819.852.519.819.819.852.552.5
Yellow Time (s)3.54.74.74.74.03.53.53.54.04.0
All-Red Time (s)0.50.70.70.70.50.50.50.50.50.5
Lost Time Adjust (s)-1.4-1.4-1.4-1.4-1.40.00.0-0.5
Total Lost Time (s)2.64.04.04.03.14.04.04.0
Lead/LagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.52.52.52.52.52.5
Minimum Gap (s)2.02.02.02.02.02.02.02.02.02.0
Time Before Reduce (s)8.08.08.08.08.08.08.08.08.08.0
Time To Reduce (s)4.04.04.04.04.04.04.04.04.04.0
Recall ModeNoneMinMinMinNoneNoneNoneNoneNoneNone
Walk Time (s)7.07.07.07.07.07.0
Flash Dont Walk (s)15.011.011.015.015.015.0
Pedestrian Calls (#/hr)000000
Act Effct Green (s)25.423.913.413.459.65.35.344.3
Actuated g/C Ratio0.320.300.170.170.750.070.070.56
v/c Ratio0.290.640.090.430.380.040.040.76
Control Delay25.128.837.536.71.444.20.422.6
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay25.128.837.536.71.444.20.422.6
LOSCCDDADAC
Approach Delay28.213.518.722.6
Approach LOSCBBC
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 79.6
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 21.5Intersection LOS: C
Intersection Capacity Utilization 82.1%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 7: S Jackson/Valley View & 99
- Ashland, Oregon 8:00 am 04/23/2018 2019 AM ExistingSynchro 9 Report
Page 6
05/24/2019
MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)10453255102244472375791554
Future Volume (vph)10453255102244472375791554
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)2.64.04.04.03.14.04.04.0
Lane Util. Factor1.000.951.000.951.001.001.001.00
Frpb, ped/bikes1.001.001.001.001.001.001.001.00
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt1.000.991.001.000.851.000.850.99
Flt Protected0.951.000.951.001.000.981.000.96
Satd. Flow (prot)15683109149831671437171614731550
Flt Permitted0.471.000.431.001.000.981.000.96
Satd. Flow (perm)779310967131671437171614731550
Peak-hour factor, PHF0.980.980.980.980.980.980.980.980.980.980.980.98
Adj. Flow (vph)10654356102294562375911555
RTOR Reduction (vph)06000133007020
Lane Group Flow (vph)10659301022932305006590
Confl. Bikes (#/hr)1
Heavy Vehicles (%)6%6%0%11%5%3%0%0%1%6%7%16%
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
Protected Phases16248844
Permitted Phases62284
Actuated Green, G (s)23.423.411.911.955.71.61.643.8
Effective Green, g (s)24.824.813.313.358.51.61.644.3
Actuated g/C Ratio0.300.300.160.160.710.020.020.54
Clearance Time (s)4.05.45.45.44.54.04.04.5
Vehicle Extension (s)2.52.52.52.52.52.52.52.5
Lane Grp Cap (vph)31893210750910163328830
v/s Ratio Prot0.04c0.190.070.17c0.00c0.42
v/s Ratio Perm0.060.010.050.00
v/c Ratio0.330.640.090.450.320.150.000.79
Uniform Delay, d121.825.029.631.44.639.939.815.5
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d20.51.30.30.50.11.60.05.1
Delay (s)22.326.329.831.94.741.439.820.6
Level of ServiceCCCCADDC
Approach Delay (s)25.714.040.520.6
Approach LOSCBDC
Intersection Summary
HCM 2000 Control Delay20.2HCM 2000 Level of ServiceC
HCM 2000 Volume to Capacity ratio0.76
Actuated Cycle Length (s) 82.7Sum of lost time (s)15.1
Intersection Capacity Utilization82.1%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
- Ashland, Oregon 8:00 am 04/23/2018 2019 AM ExistingSynchro 9 Report
Page 7
05/24/2019
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)710694044664947948100
Future Volume (vph)710694044664947948100
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)000015016070195
Storage Lanes00001011
Taper Length (ft)252530080
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Ped Bike Factor0.980.990.970.96
Frt0.9330.9320.8500.850
Flt Protected0.9750.9760.9500.950
Satd. Flow (prot)015550015710166217331488166217161488
Flt Permitted0.8360.8780.9500.950
Satd. Flow (perm)013340014130166217331441166217161425
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)82824582
Link Speed (mph)25252535
Link Distance (ft)142528611413346
Travel Time (s)38.97.831.165.2
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Peak Hour Factor0.960.960.960.960.960.960.960.960.960.960.960.96
Heavy Vehicles (%)0%0%0%0%0%0%0%1%0%0%2%0%
Adj. Flow (vph)740724044867647988104
Shared Lane Traffic (%)
Lane Group Flow (vph)014600804867647988104
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)001212
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 1212211211
Detector Template LeftLeft
Leading Detector (ft)207820787814314378143143
Trailing Detector (ft)020221371372137137
Detector 1 Position(ft)020221371372137137
Detector 1 Size(ft)206206666666
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72727272
Detector 2 Size(ft)6666
Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.0
- Ashland, Oregon 8:00 am 04/23/2018 2019 AM ExistingSynchro 9 Report
Page 8
05/24/2019
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Detector Phase8888166522
Switch Phase
Minimum Initial (s)5.05.05.05.05.010.010.05.010.010.0
Minimum Split (s)24.024.024.024.022.022.522.513.022.022.0
Total Split (s)24.024.024.024.022.083.083.013.074.074.0
Total Split (%)20.0%20.0%20.0%20.0%18.3%69.2%69.2%10.8%61.7%61.7%
Maximum Green (s)20.020.020.020.018.079.079.09.070.070.0
Yellow Time (s)3.53.53.53.53.53.53.53.53.53.5
All-Red Time (s)0.50.50.50.50.50.50.50.50.50.5
Lost Time Adjust (s)0.00.00.00.00.00.00.00.0
Total Lost Time (s)4.04.04.04.04.04.04.04.0
Lead/LagLeadLagLagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.54.04.02.54.04.0
Minimum Gap (s)2.02.02.02.02.02.72.72.02.72.7
Time Before Reduce (s)8.08.08.08.08.010.010.08.010.010.0
Time To Reduce (s)4.04.04.04.04.013.013.04.013.013.0
Recall ModeNoneNoneNoneNoneNoneMinMinNoneMinMin
Walk Time (s)7.07.07.07.07.07.07.07.0
Flash Dont Walk (s)13.013.013.013.011.011.011.011.0
Pedestrian Calls (#/hr)00000000
Act Effct Green (s)10.110.17.871.371.35.763.663.6
Actuated g/C Ratio0.110.110.090.780.780.060.700.70
v/c Ratio0.660.030.340.500.000.070.830.10
Control Delay35.40.250.86.50.049.020.42.6
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay35.40.250.86.50.049.020.42.6
LOSDADAADCA
Approach Delay35.40.39.418.9
Approach LOSDAAB
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 91.5
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 16.5Intersection LOS: B
Intersection Capacity Utilization 73.8%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 9: Main St/Main Street & Maple St
Synchro 9 Report
- Ashland, Oregon 8:00 am 04/23/2018 2019 AM Existing
Page 9
05/24/2019
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)710694044664947948100
Future Volume (vph)710694044664947948100
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)4.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.001.00
Frpb, ped/bikes0.980.991.001.000.971.001.000.96
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt0.930.931.001.000.851.001.000.85
Flt Protected0.980.980.951.001.000.951.001.00
Satd. Flow (prot)15611572166217331444166217161432
Flt Permitted0.840.880.951.001.000.951.001.00
Satd. Flow (perm)13381415166217331444166217161432
Peak-hour factor, PHF0.960.960.960.960.960.960.960.960.960.960.960.96
Adj. Flow (vph)740724044867647988104
RTOR Reduction (vph)07300700010025
Lane Group Flow (vph)0730010486763798879
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Heavy Vehicles (%)0%0%0%0%0%0%0%1%0%0%2%0%
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Actuated Green, G (s)10.110.16.471.371.31.166.066.0
Effective Green, g (s)10.110.16.471.371.31.166.066.0
Actuated g/C Ratio0.110.110.070.750.750.010.700.70
Clearance Time (s)4.04.04.04.04.04.04.04.0
Vehicle Extension (s)2.52.52.54.04.02.54.04.0
Lane Grp Cap (vph)143151112130710891911981000
v/s Ratio Protc0.030.390.00c0.58
v/s Ratio Permc0.050.000.000.06
v/c Ratio0.510.010.430.520.000.370.820.08
Uniform Delay, d139.937.742.34.72.946.410.14.5
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d22.10.01.90.50.08.65.00.0
Delay (s)41.937.744.25.12.954.915.14.6
Level of ServiceDDDAADBA
Approach Delay (s)41.937.77.714.4
Approach LOSDDAB
Intersection Summary
HCM 2000 Control Delay14.0HCM 2000 Level of ServiceB
HCM 2000 Volume to Capacity ratio0.75
Actuated Cycle Length (s) 94.5Sum of lost time (s)12.0
Intersection Capacity Utilization73.8%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
- Ashland, Oregon 8:00 am 04/23/2018 2019 AM ExistingSynchro 9 Report
Page 10
Lanes, Volumes, TimingsSandow Engineering
3: Main Street & Jackson Road
Lane GroupNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Volume (vph)11511386613
Future Volume (vph)11511386613
Ideal Flow (vphpl)175017501750175017501750
Storage Length (ft)1755000
Storage Lanes1110
Taper Length (ft)5025
Lane Util. Factor1.001.001.001.001.001.00
Frt0.8500.899
Flt Protected0.9500.988
Satd. Flow (prot)171614881662173315540
Flt Permitted0.9500.988
Satd. Flow (perm)171614881662173315540
Link Speed (mph)354530
Link Distance (ft)3346408349
Travel Time (s)65.26.27.9
Peak Hour Factor0.930.930.930.930.930.93
Heavy Vehicles (%)2%0%0%1%0%0%
Adj. Flow (vph)12381393113
Shared Lane Traffic (%)
Lane Group Flow (vph)12381393140
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftLeftLeftRight
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn Lane
Headway Factor1.111.111.111.111.111.11
Sign ControlFreeFreeStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 75.8%ICU Level of Service D
Analysis Period (min) 15
- Ashland, Oregon05/24/2019
2019 PM ExistingPage 1
HCM 2010 TWSCSandow Engineering
3: Main Street & Jackson Road
Intersection
Int Delay, s/veh0.1
MovementNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Vol, veh/h11511386613
Future Vol, veh/h11511386613
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length-17550-0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor939393939393
Heavy Vehicles, %200100
Mvmt Flow12381393113
Major/MinorMajor1Major2Minor1
Conflicting Flow All001239021751238
Stage 1----1238-
Stage 2----937-
Critical Hdwy--4.1-6.46.2
Critical Hdwy Stg 1----5.4-
Critical Hdwy Stg 2----5.4-
Follow-up Hdwy--2.2-3.53.3
Pot Cap-1 Maneuver--569-52216
Stage 1----276-
Stage 2----384-
Platoon blocked, %---
Mov Cap-1 Maneuver--569-52216
Mov Cap-2 Maneuver----52-
Stage 1----276-
Stage 2----382-
ApproachNBSBSW
HCM Control Delay, s0035.8
HCM LOSE
Minor Lane/Major MvmtNBTNBRSBLSBTSWLn1
Capacity (veh/h)--569-121
HCM Lane V/C Ratio--0.006-0.036
HCM Control Delay (s)--11.4-35.8
HCM Lane LOS--B-E
HCM 95th %tile Q(veh)--0-0.1
- Ashland, Oregon05/24/2019
2019 PM ExistingPage 2
Lanes, Volumes, TimingsSandow Engineering
4: 99 & Jackson Rd.
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)1585038112916190415227
Future Volume (vph)1585038112916190415227
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)100010000000
Storage Lanes10100000
Taper Length (ft)25252525
Lane Util. Factor1.000.950.951.000.950.951.001.001.001.001.001.00
Ped Bike Factor
Frt0.9980.9780.917
Flt Protected0.9500.9500.9600.983
Satd. Flow (prot)166232920166232540016430015770
Flt Permitted0.9500.9500.9600.983
Satd. Flow (perm)166232920166232540016430015770
Link Speed (mph)45453030
Link Distance (ft)11521486250266
Travel Time (s)17.522.55.76.0
Confl. Bikes (#/hr)4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)0%1%0%0%2%0%0%0%0%0%1%0%
Adj. Flow (vph)1794439125418210417230
Shared Lane Traffic (%)
Lane Group Flow (vph)17947091272002500490
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Sign ControlFreeFreeStopStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 44.4%ICU Level of Service A
Analysis Period (min) 15
- Ashland, Oregon05/24/2019
2019 PM ExistingPage 3
HCM 2010 TWSCSandow Engineering
4: 99 & Jackson Rd.
Intersection
Int Delay, s/veh2.4
MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Vol, veh/h1585038112916190415227
Future Vol, veh/h1585038112916190415227
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--None--None
Storage Length100--100--------
Veh in Median Storage, #-0--0--0--0-
Grade, %-0--0--0--0-
Peak Hour Factor909090909090909090909090
Heavy Vehicles, %010020000010
Mvmt Flow1794439125418210417230
Major/MinorMajor1Major2Minor1Minor2
Conflicting Flow All127200947001626227047417872262636
Stage 1------980980-12811281-
Stage 2------6461290-506981-
Critical Hdwy4.1--4.1--7.56.56.97.56.526.9
Critical Hdwy Stg 1------6.55.5-6.55.52-
Critical Hdwy Stg 2------6.55.5-6.55.52-
Follow-up Hdwy2.2--2.2--3.543.33.54.013.3
Pot Cap-1 Maneuver553--733--69415425241425
Stage 1------272331-178236-
Stage 2------431236-522328-
Platoon blocked, %----
Mov Cap-1 Maneuver553--733--59395425039425
Mov Cap-2 Maneuver------5939-5039-
Stage 1------264321-172233-
Stage 2------392233-502318-
ApproachSENWNESW
HCM Control Delay, s0.20.183.465.2
HCM LOSFF
Minor Lane/Major MvmtNELn1NWLNWTNWRSELSETSERSWLn1
Capacity (veh/h)70733--553--106
HCM Lane V/C Ratio0.3650.012--0.03--0.461
HCM Control Delay (s)83.410--11.7--65.2
HCM Lane LOSFA--B--F
HCM 95th %tile Q(veh)1.40--0.1--2
- Ashland, Oregon05/24/2019
2019 PM ExistingPage 4
Lanes, Volumes, TimingsSandow Engineering
7: S Jackson/Valley View & 99
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)2932743349664739155261888
Future Volume (vph)2932743349664739155261888
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)2250475100065065
Storage Lanes10110100
Taper Length (ft)300252525
Lane Util. Factor1.000.950.951.000.951.001.001.001.001.001.001.00
Ped Bike Factor0.98
Frt0.9980.8500.8500.981
Flt Protected0.9500.9500.9890.960
Satd. Flow (prot)159932860163031971458017181488016300
Flt Permitted0.2030.5330.9890.960
Satd. Flow (perm)3423286091431971428017181488016300
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)1719999
Link Speed (mph)45453035
Link Distance (ft)9251152271868
Travel Time (s)14.017.56.216.9
Confl. Bikes (#/hr)1
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)4%1%0%2%4%2%0%1%0%1%0%2%
Adj. Flow (vph)32363437551719310175842098
Shared Lane Traffic (%)
Lane Group Flow (vph)323670375517190131707020
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 2222112112
Detector Template LeftLeft
Leading Detector (ft)783237832314320781432078
Trailing Detector (ft)215721571370213702
Detector 1 Position(ft)215721571370213702
Detector 1 Size(ft)666662066206
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72317723177272
Detector 2 Size(ft)666666
Detector 2 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.00.00.0
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
- Ashland, Oregon05/24/2019
2019 PM ExistingPage 5
Lanes, Volumes, TimingsSandow Engineering
7: S Jackson/Valley View & 99
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Protected Phases16248844
Permitted Phases62284
Detector Phase1622488844
Switch Phase
Minimum Initial (s)10.010.010.010.05.05.05.05.05.05.0
Minimum Split (s)14.027.425.025.026.523.723.723.726.526.5
Total Split (s)14.040.326.326.356.023.723.723.756.056.0
Total Split (%)11.7%33.6%21.9%21.9%46.7%19.8%19.8%19.8%46.7%46.7%
Maximum Green (s)10.034.920.920.951.519.719.719.751.551.5
Yellow Time (s)3.54.74.74.74.03.53.53.54.04.0
All-Red Time (s)0.50.70.70.70.50.50.50.50.50.5
Lost Time Adjust (s)-1.4-1.4-1.4-1.4-1.40.00.0-0.5
Total Lost Time (s)2.64.04.04.03.14.04.04.0
Lead/LagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.52.52.52.52.52.5
Minimum Gap (s)2.02.02.02.02.02.02.02.02.02.0
Time Before Reduce (s)8.08.08.08.08.08.08.08.08.08.0
Time To Reduce (s)4.04.04.04.04.04.04.04.04.04.0
Recall ModeNoneMinMinMinNoneNoneNoneNoneNoneNone
Walk Time (s)7.07.07.07.07.07.0
Flash Dont Walk (s)15.011.011.015.015.015.0
Pedestrian Calls (#/hr)000000
Act Effct Green (s)28.927.420.320.370.65.45.448.4
Actuated g/C Ratio0.330.310.230.230.790.060.060.54
v/c Ratio0.110.360.180.760.550.120.090.79
Control Delay23.225.436.042.42.150.81.027.6
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay23.225.436.042.42.150.81.027.6
LOSCCDDADAC
Approach Delay25.220.022.627.6
Approach LOSCCCC
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 88.9
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 23.1Intersection LOS: C
Intersection Capacity Utilization 78.4%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 7: S Jackson/Valley View & 99
- Ashland, Oregon05/24/2019
2019 PM ExistingPage 6
HCM Signalized Intersection Capacity AnalysisSandow Engineering
7: S Jackson/Valley View & 99
MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)2932743349664739155261888
Future Volume (vph)2932743349664739155261888
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)2.64.04.04.03.14.04.04.0
Lane Util. Factor1.000.951.000.951.001.001.001.00
Frpb, ped/bikes1.001.001.001.000.991.001.001.00
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt1.001.001.001.000.851.000.850.98
Flt Protected0.951.000.951.001.000.991.000.96
Satd. Flow (prot)15993287163031971450171714881630
Flt Permitted0.201.000.531.001.000.991.000.96
Satd. Flow (perm)341328791531971450171714881630
Peak-hour factor, PHF0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)32363437551719310175842098
RTOR Reduction (vph)010001780017040
Lane Group Flow (vph)32366037551541013006980
Confl. Bikes (#/hr)1
Heavy Vehicles (%)4%1%0%2%4%2%0%1%0%1%0%2%
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
Protected Phases16248844
Permitted Phases62284
Actuated Green, G (s)27.927.918.818.866.62.62.647.8
Effective Green, g (s)29.329.320.220.269.42.62.648.3
Actuated g/C Ratio0.320.320.220.220.750.030.030.52
Clearance Time (s)4.05.45.45.44.54.04.04.5
Vehicle Extension (s)2.52.52.52.52.52.52.52.5
Lane Grp Cap (vph)197104420070010914841853
v/s Ratio Prot0.01c0.11c0.170.26c0.01c0.43
v/s Ratio Perm0.040.040.110.00
v/c Ratio0.160.350.180.790.500.270.010.82
Uniform Delay, d122.824.129.334.04.543.943.618.3
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d20.30.10.35.60.32.20.16.0
Delay (s)23.124.329.639.64.846.143.624.3
Level of ServiceCCCDADDC
Approach Delay (s)24.220.244.724.3
Approach LOSCCDC
Intersection Summary
HCM 2000 Control Delay22.3HCM 2000 Level of ServiceC
HCM 2000 Volume to Capacity ratio0.76
Actuated Cycle Length (s) 92.2Sum of lost time (s)15.1
Intersection Capacity Utilization78.4%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
- Ashland, Oregon05/24/2019
2019 PM ExistingPage 7
Lanes, Volumes, TimingsSandow Engineering
9: Main St/Main Street & Maple St
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)118054709561060101582075
Future Volume (vph)118054709561060101582075
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)000015016070195
Storage Lanes00001011
Taper Length (ft)252530080
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Ped Bike Factor0.990.990.970.96
Frt0.9580.9250.8500.850
Flt Protected0.9670.9780.9500.950
Satd. Flow (prot)015870015600166217161488166217331473
Flt Permitted0.7830.8990.9500.950
Satd. Flow (perm)012850014340166217161441166217331411
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)82824582
Link Speed (mph)25252535
Link Distance (ft)142528611413346
Travel Time (s)38.97.831.165.2
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Peak Hour Factor0.910.910.910.910.910.910.910.910.910.910.910.91
Heavy Vehicles (%)1%0%0%0%0%0%0%2%0%0%1%1%
Adj. Flow (vph)1300598010621165111690182
Shared Lane Traffic (%)
Lane Group Flow (vph)018900180621165111690182
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)001212
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 1212211211
Detector Template LeftLeft
Leading Detector (ft)207820787814314378143143
Trailing Detector (ft)020221371372137137
Detector 1 Position(ft)020221371372137137
Detector 1 Size(ft)206206666666
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72727272
Detector 2 Size(ft)6666
Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.0
- Ashland, Oregon05/24/2019
2019 PM ExistingPage 8
Lanes, Volumes, TimingsSandow Engineering
9: Main St/Main Street & Maple St
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Detector Phase8888166522
Switch Phase
Minimum Initial (s)5.05.05.05.05.010.010.05.010.010.0
Minimum Split (s)24.024.024.024.022.022.522.513.022.022.0
Total Split (s)24.024.024.024.022.083.083.013.074.074.0
Total Split (%)20.0%20.0%20.0%20.0%18.3%69.2%69.2%10.8%61.7%61.7%
Maximum Green (s)20.020.020.020.018.079.079.09.070.070.0
Yellow Time (s)3.53.53.53.53.53.53.53.53.53.5
All-Red Time (s)0.50.50.50.50.50.50.50.50.50.5
Lost Time Adjust (s)0.00.00.00.00.00.00.00.0
Total Lost Time (s)4.04.04.04.04.04.04.04.0
Lead/LagLeadLagLagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.54.04.02.54.04.0
Minimum Gap (s)2.02.02.02.02.02.72.72.02.72.7
Time Before Reduce (s)8.08.08.08.08.010.010.08.010.010.0
Time To Reduce (s)4.04.04.04.04.013.013.04.013.013.0
Recall ModeNoneNoneNoneNoneNoneMinMinNoneMinMin
Walk Time (s)7.07.07.07.07.07.07.07.0
Flash Dont Walk (s)13.013.013.013.011.011.011.011.0
Pedestrian Calls (#/hr)00000000
Act Effct Green (s)13.513.58.981.581.56.274.674.6
Actuated g/C Ratio0.130.130.080.760.760.060.700.70
v/c Ratio0.810.070.450.890.010.170.750.08
Control Delay51.10.658.523.80.055.118.22.1
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay51.10.658.523.80.055.118.22.1
LOSDAECAEBA
Approach Delay51.10.625.417.5
Approach LOSDACB
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 107.2
Natural Cycle: 130
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 23.9Intersection LOS: C
Intersection Capacity Utilization 84.4%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 9: Main St/Main Street & Maple St
05/24/2019
- Ashland, Oregon
Page 9
2019 PM Existing
HCM Signalized Intersection Capacity AnalysisSandow Engineering
9: Main St/Main Street & Maple St
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)118054709561060101582075
Future Volume (vph)118054709561060101582075
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)4.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.001.00
Frpb, ped/bikes0.990.991.001.000.971.001.000.96
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt0.960.931.001.000.851.001.000.85
Flt Protected0.970.980.951.001.000.951.001.00
Satd. Flow (prot)15871561166217161442166217331414
Flt Permitted0.780.900.951.001.000.951.001.00
Satd. Flow (perm)12861435166217161442166217331414
Peak-hour factor, PHF0.910.910.910.910.910.910.910.910.910.910.910.91
Adj. Flow (vph)1300598010621165111690182
RTOR Reduction (vph)072001600030025
Lane Group Flow (vph)0117002062116581690157
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Heavy Vehicles (%)1%0%0%0%0%0%0%2%0%0%1%1%
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Actuated Green, G (s)13.513.57.881.581.52.776.476.4
Effective Green, g (s)13.513.57.881.581.52.776.476.4
Actuated g/C Ratio0.120.120.070.740.740.020.700.70
Clearance Time (s)4.04.04.04.04.04.04.04.0
Vehicle Extension (s)2.52.52.54.04.02.54.04.0
Lane Grp Cap (vph)15817611812741071401206984
v/s Ratio Protc0.04c0.680.010.52
v/s Ratio Permc0.090.000.010.04
v/c Ratio0.740.010.530.910.010.400.750.06
Uniform Delay, d146.442.249.211.33.652.710.55.3
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d216.20.03.210.40.04.72.70.0
Delay (s)62.642.352.421.73.657.413.35.3
Level of ServiceEDDCAEBA
Approach Delay (s)62.642.323.113.3
Approach LOSEDCB
Intersection Summary
HCM 2000 Control Delay22.3HCM 2000 Level of ServiceC
HCM 2000 Volume to Capacity ratio0.89
Actuated Cycle Length (s) 109.7Sum of lost time (s)12.0
Intersection Capacity Utilization84.4%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
- Ashland, Oregon05/24/2019
2019 PM ExistingPage 10
05/24/2019
Lane GroupNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Volume (vph)734100106905
Future Volume (vph)734100106905
Ideal Flow (vphpl)175017501750175017501750
Storage Length (ft)1755000
Storage Lanes1110
Taper Length (ft)5025
Lane Util. Factor1.001.001.001.001.001.00
Frt0.8500.865
Flt Protected
Satd. Flow (prot)169913051750165115140
Flt Permitted
Satd. Flow (perm)169913051750165115140
Link Speed (mph)354530
Link Distance (ft)3346408349
Travel Time (s)65.26.27.9
Peak Hour Factor0.960.960.960.960.960.96
Heavy Vehicles (%)3%14%0%6%0%0%
Adj. Flow (vph)765100111405
Shared Lane Traffic (%)
Lane Group Flow (vph)765100111450
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftLeftLeftRight
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn Lane
Headway Factor1.111.111.111.111.111.11
Sign ControlFreeFreeStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 71.1%ICU Level of Service C
Analysis Period (min) 15
- Ashland, Oregon 8:00 am 04/23/2018 2021 AM BackgroundSynchro 9 Report
Page 1
05/24/2019
Intersection
Int Delay, s/veh0
MovementNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Vol, veh/h734100106905
Future Vol, veh/h734100106905
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length-17550-0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor969696969696
Heavy Vehicles, %3140600
Mvmt Flow765100111405
Major/MinorMajor1Major2Minor1
Conflicting Flow All0077501879765
Stage 1----765-
Stage 2----1114-
Critical Hdwy--4.1-6.46.2
Critical Hdwy Stg 1----5.4-
Critical Hdwy Stg 2----5.4-
Follow-up Hdwy--2.2-3.53.3
Pot Cap-1 Maneuver--850-79406
Stage 1----463-
Stage 2----317-
Platoon blocked, %---
Mov Cap-1 Maneuver--850-79406
Mov Cap-2 Maneuver----79-
Stage 1----463-
Stage 2----317-
ApproachNBSBSW
HCM Control Delay, s0014
HCM LOSB
Minor Lane/Major MvmtNBTNBRSBLSBTSWLn1
Capacity (veh/h)--850-406
HCM Lane V/C Ratio----0.013
HCM Control Delay (s)--0-14
HCM Lane LOS--A-B
HCM 95th %tile Q(veh)--0-0
- Ashland, Oregon 8:00 am 04/23/2018 2021 AM BackgroundSynchro 9 Report
Page 2
05/24/2019
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)4210332157023150136037
Future Volume (vph)4210332157023150136037
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)100010000000
Storage Lanes10100000
Taper Length (ft)25252525
Lane Util. Factor1.000.950.951.000.950.951.001.001.001.001.001.00
Ped Bike Factor
Frt0.9970.9940.9770.932
Flt Protected0.9500.9500.9600.976
Satd. Flow (prot)153931310166232130016410015760
Flt Permitted0.9500.9500.9600.976
Satd. Flow (perm)153931310166232130016410015760
Link Speed (mph)45453030
Link Distance (ft)11521486250266
Travel Time (s)17.522.55.76.0
Confl. Bikes (#/hr)4
Peak Hour Factor0.960.960.960.960.960.960.960.960.960.960.960.96
Heavy Vehicles (%)8%6%0%0%3%0%0%0%0%1%0%1%
Adj. Flow (vph)4410762257313250138039
Shared Lane Traffic (%)
Lane Group Flow (vph)4410980576300600770
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Sign ControlFreeFreeStopStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 49.0%ICU Level of Service A
Analysis Period (min) 15
- Ashland, Oregon 8:00 am 04/23/2018 2021 AM BackgroundSynchro 9 Report
Page 3
05/24/2019
Intersection
Int Delay, s/veh2
MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Vol, veh/h4210332157023150136037
Future Vol, veh/h4210332157023150136037
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--None--None
Storage Length100--100--------
Veh in Median Storage, #-0--0--0--0-
Grade, %-0--0--0--0-
Peak Hour Factor969696969696969696969696
Heavy Vehicles, %860030000101
Mvmt Flow4410762257313250138039
Major/MinorMajor1Major2Minor1Minor2
Conflicting Flow All763001098001551194854913831943382
Stage 1------11751175-757757-
Stage 2------376773-6261186-
Critical Hdwy4.26--4.1--7.56.56.97.526.56.92
Critical Hdwy Stg 1------6.55.5-6.525.5-
Critical Hdwy Stg 2------6.55.5-6.525.5-
Follow-up Hdwy2.28--2.2--3.543.33.5143.31
Pot Cap-1 Maneuver807--643--796548510466619
Stage 1------207268-368419-
Stage 2------623412-441265-
Platoon blocked, %----
Mov Cap-1 Maneuver807--643--71614859962619
Mov Cap-2 Maneuver------7161-9962-
Stage 1------196253-348416-
Stage 2------580409-416250-
ApproachSENWNESW
HCM Control Delay, s0.40.151.941.5
HCM LOSFE
Minor Lane/Major MvmtNELn1NWLNWTNWRSELSETSERSWLn1
Capacity (veh/h)83643--807--172
HCM Lane V/C Ratio0.0750.008--0.054--0.442
HCM Control Delay (s)51.910.6--9.7--41.5
HCM Lane LOSFB--A--E
HCM 95th %tile Q(veh)0.20--0.2--2
- Ashland, Oregon 8:00 am 04/23/2018 2021 AM BackgroundSynchro 9 Report
Page 4
05/24/2019
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)10855257102324632386001556
Future Volume (vph)10855257102324632386001556
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)2250475100065065
Storage Lanes10110100
Taper Length (ft)300252525
Lane Util. Factor1.000.950.951.000.951.001.001.001.001.001.001.00
Ped Bike Factor0.98
Frt0.9860.8500.8500.989
Flt Protected0.9500.9500.9800.957
Satd. Flow (prot)156831090149831671444017151473015500
Flt Permitted0.4350.4160.9800.957
Satd. Flow (perm)7183109065631671414017151473015500
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)9472995
Link Speed (mph)45453035
Link Distance (ft)9251152271868
Travel Time (s)14.017.56.216.9
Confl. Bikes (#/hr)1
Peak Hour Factor0.980.980.980.980.980.980.980.980.980.980.980.98
Heavy Vehicles (%)6%6%0%11%5%3%0%0%1%6%7%16%
Adj. Flow (vph)11056358102374722386121557
Shared Lane Traffic (%)
Lane Group Flow (vph)11062101023747205806840
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 2222112112
Detector Template LeftLeft
Leading Detector (ft)783237832314320781432078
Trailing Detector (ft)215721571370213702
Detector 1 Position(ft)215721571370213702
Detector 1 Size(ft)666662066206
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72317723177272
Detector 2 Size(ft)666666
Detector 2 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.00.00.0
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
- Ashland, Oregon 8:00 am 04/23/2018 2021 AM BackgroundSynchro 9 Report
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Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Protected Phases16248844
Permitted Phases62284
Detector Phase1622488844
Switch Phase
Minimum Initial (s)10.010.010.010.05.05.05.05.05.05.0
Minimum Split (s)14.027.425.025.026.523.723.723.726.526.5
Total Split (s)14.039.225.225.257.023.823.823.857.057.0
Total Split (%)11.7%32.7%21.0%21.0%47.5%19.8%19.8%19.8%47.5%47.5%
Maximum Green (s)10.033.819.819.852.519.819.819.852.552.5
Yellow Time (s)3.54.74.74.74.03.53.53.54.04.0
All-Red Time (s)0.50.70.70.70.50.50.50.50.50.5
Lost Time Adjust (s)-1.4-1.4-1.4-1.4-1.40.00.0-0.5
Total Lost Time (s)2.64.04.04.03.14.04.04.0
Lead/LagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.52.52.52.52.52.5
Minimum Gap (s)2.02.02.02.02.02.02.02.02.02.0
Time Before Reduce (s)8.08.08.08.08.08.08.08.08.08.0
Time To Reduce (s)4.04.04.04.04.04.04.04.04.04.0
Recall ModeNoneMinMinMinNoneNoneNoneNoneNoneNone
Walk Time (s)7.07.07.07.07.07.0
Flash Dont Walk (s)15.011.011.015.015.015.0
Pedestrian Calls (#/hr)000000
Act Effct Green (s)28.326.912.712.763.35.15.148.7
Actuated g/C Ratio0.330.310.150.150.730.060.060.56
v/c Ratio0.320.640.110.510.400.050.040.79
Control Delay26.130.238.339.91.445.00.524.2
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay26.130.238.339.91.445.00.524.2
LOSCCDDADAC
Approach Delay29.614.617.624.2
Approach LOSCBBC
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 86.9
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 22.8Intersection LOS: C
Intersection Capacity Utilization 84.2%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 7: S Jackson/Valley View & 99
- Ashland, Oregon 8:00 am 04/23/2018 2021 AM BackgroundSynchro 9 Report
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05/24/2019
MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)10855257102324632386001556
Future Volume (vph)10855257102324632386001556
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)2.64.04.04.03.14.04.04.0
Lane Util. Factor1.000.951.000.951.001.001.001.00
Frpb, ped/bikes1.001.001.001.001.001.001.001.00
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt1.000.991.001.000.851.000.850.99
Flt Protected0.951.000.951.001.000.981.000.96
Satd. Flow (prot)15683109149831671438171614731550
Flt Permitted0.441.000.421.001.000.981.000.96
Satd. Flow (perm)719310965731671438171614731550
Peak-hour factor, PHF0.980.980.980.980.980.980.980.980.980.980.980.98
Adj. Flow (vph)11056358102374722386121557
RTOR Reduction (vph)06000143008020
Lane Group Flow (vph)11061501023732905006820
Confl. Bikes (#/hr)1
Heavy Vehicles (%)6%6%0%11%5%3%0%0%1%6%7%16%
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
Protected Phases16248844
Permitted Phases62284
Actuated Green, G (s)25.525.511.411.459.61.81.848.2
Effective Green, g (s)26.926.912.812.862.41.81.848.7
Actuated g/C Ratio0.300.300.140.140.700.020.020.54
Clearance Time (s)4.05.45.45.44.54.04.04.5
Vehicle Extension (s)2.52.52.52.52.52.52.52.5
Lane Grp Cap (vph)3259359445310033429844
v/s Ratio Prot0.04c0.200.070.18c0.00c0.44
v/s Ratio Perm0.060.020.050.00
v/c Ratio0.340.660.110.520.330.150.010.81
Uniform Delay, d123.627.233.335.55.343.042.916.5
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d20.51.50.40.80.11.50.15.6
Delay (s)24.128.733.736.35.444.543.022.1
Level of ServiceCCCDADDC
Approach Delay (s)28.016.043.622.1
Approach LOSCBDC
Intersection Summary
HCM 2000 Control Delay22.2HCM 2000 Level of ServiceC
HCM 2000 Volume to Capacity ratio0.77
Actuated Cycle Length (s) 89.4Sum of lost time (s)15.1
Intersection Capacity Utilization84.2%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
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Page 7
05/24/2019
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)730724044767348982104
Future Volume (vph)730724044767348982104
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)000015016070195
Storage Lanes00001011
Taper Length (ft)252530080
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Ped Bike Factor0.980.990.970.96
Frt0.9330.9320.8500.850
Flt Protected0.9750.9760.9500.950
Satd. Flow (prot)015550015710166217331488166217161488
Flt Permitted0.8370.8630.9500.950
Satd. Flow (perm)013350013890166217331441166217161425
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)82824582
Link Speed (mph)25252535
Link Distance (ft)142528611413346
Travel Time (s)38.97.831.165.2
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Peak Hour Factor0.960.960.960.960.960.960.960.960.960.960.960.96
Heavy Vehicles (%)0%0%0%0%0%0%0%1%0%0%2%0%
Adj. Flow (vph)7607540449701481023108
Shared Lane Traffic (%)
Lane Group Flow (vph)0151008049701481023108
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)001212
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 1212211211
Detector Template LeftLeft
Leading Detector (ft)207820787814314378143143
Trailing Detector (ft)020221371372137137
Detector 1 Position(ft)020221371372137137
Detector 1 Size(ft)206206666666
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72727272
Detector 2 Size(ft)6666
Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.0
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Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Detector Phase8888166522
Switch Phase
Minimum Initial (s)5.05.05.05.05.010.010.05.010.010.0
Minimum Split (s)24.024.024.024.022.022.522.513.022.022.0
Total Split (s)24.024.024.024.022.083.083.013.074.074.0
Total Split (%)20.0%20.0%20.0%20.0%18.3%69.2%69.2%10.8%61.7%61.7%
Maximum Green (s)20.020.020.020.018.079.079.09.070.070.0
Yellow Time (s)3.53.53.53.53.53.53.53.53.53.5
All-Red Time (s)0.50.50.50.50.50.50.50.50.50.5
Lost Time Adjust (s)0.00.00.00.00.00.00.00.0
Total Lost Time (s)4.04.04.04.04.04.04.04.0
Lead/LagLeadLagLagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.54.04.02.54.04.0
Minimum Gap (s)2.02.02.02.02.02.72.72.02.72.7
Time Before Reduce (s)8.08.08.08.08.010.010.08.010.010.0
Time To Reduce (s)4.04.04.04.04.013.013.04.013.013.0
Recall ModeNoneNoneNoneNoneNoneMinMinNoneMinMin
Walk Time (s)7.07.07.07.07.07.07.07.0
Flash Dont Walk (s)13.013.013.013.011.011.011.011.0
Pedestrian Calls (#/hr)00000000
Act Effct Green (s)10.610.67.978.978.95.671.071.0
Actuated g/C Ratio0.110.110.080.790.790.060.710.71
v/c Ratio0.700.040.370.510.000.090.840.10
Control Delay38.90.253.76.70.050.221.02.7
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay38.90.253.76.70.050.221.02.7
LOSDADAADCA
Approach Delay38.90.39.719.5
Approach LOSDAAB
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 99.5
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 17.2Intersection LOS: B
Intersection Capacity Utilization 76.0%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 9: Main St/Main Street & Maple St
Synchro 9 Report
- Ashland, Oregon 8:00 am 04/23/2018 2021 AM Background
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MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)730724044767348982104
Future Volume (vph)730724044767348982104
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)4.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.001.00
Frpb, ped/bikes0.980.991.001.000.971.001.000.96
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt0.930.931.001.000.851.001.000.85
Flt Protected0.980.980.951.001.000.951.001.00
Satd. Flow (prot)15591572166217331443166217161430
Flt Permitted0.840.860.951.001.000.951.001.00
Satd. Flow (perm)13381391166217331443166217161430
Peak-hour factor, PHF0.960.960.960.960.960.960.960.960.960.960.960.96
Adj. Flow (vph)7607540449701481023108
RTOR Reduction (vph)07400700010023
Lane Group Flow (vph)07700104970138102385
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Heavy Vehicles (%)0%0%0%0%0%0%0%1%0%0%2%0%
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Actuated Green, G (s)10.610.66.778.978.91.273.473.4
Effective Green, g (s)10.610.66.778.978.91.273.473.4
Actuated g/C Ratio0.100.100.070.770.770.010.710.71
Clearance Time (s)4.04.04.04.04.04.04.04.0
Vehicle Extension (s)2.52.52.54.04.02.54.04.0
Lane Grp Cap (vph)138143108133111081912261022
v/s Ratio Protc0.030.400.00c0.60
v/s Ratio Permc0.060.000.000.06
v/c Ratio0.560.010.450.530.000.420.830.08
Uniform Delay, d143.841.346.24.62.850.410.44.4
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d24.20.02.20.50.010.65.30.0
Delay (s)48.041.348.45.12.861.015.64.5
Level of ServiceDDDAAEBA
Approach Delay (s)48.041.37.914.9
Approach LOSDDAB
Intersection Summary
HCM 2000 Control Delay14.9HCM 2000 Level of ServiceB
HCM 2000 Volume to Capacity ratio0.77
Actuated Cycle Length (s) 102.7Sum of lost time (s)12.0
Intersection Capacity Utilization76.0%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
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Lane GroupNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Volume (vph)750100110405
Future Volume (vph)750100110405
Ideal Flow (vphpl)175017501750175017501750
Storage Length (ft)1755000
Storage Lanes1110
Taper Length (ft)5025
Lane Util. Factor1.001.001.001.001.001.00
Frt0.8500.865
Flt Protected
Satd. Flow (prot)169913051750165115140
Flt Permitted
Satd. Flow (perm)169913051750165115140
Link Speed (mph)354530
Link Distance (ft)3346408349
Travel Time (s)65.26.27.9
Peak Hour Factor0.960.960.960.960.960.96
Heavy Vehicles (%)3%14%0%6%0%0%
Adj. Flow (vph)781100115005
Shared Lane Traffic (%)
Lane Group Flow (vph)781100115050
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftLeftLeftRight
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn Lane
Headway Factor1.111.111.111.111.111.11
Sign ControlFreeFreeStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 73.1%ICU Level of Service D
Analysis Period (min) 15
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Intersection
Int Delay, s/veh0
MovementNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Vol, veh/h750100110405
Future Vol, veh/h750100110405
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length-17550-0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor969696969696
Heavy Vehicles, %3140600
Mvmt Flow781100115005
Major/MinorMajor1Major2Minor1
Conflicting Flow All0079101931781
Stage 1----781-
Stage 2----1150-
Critical Hdwy--4.1-6.46.2
Critical Hdwy Stg 1----5.4-
Critical Hdwy Stg 2----5.4-
Follow-up Hdwy--2.2-3.53.3
Pot Cap-1 Maneuver--838-74398
Stage 1----455-
Stage 2----304-
Platoon blocked, %---
Mov Cap-1 Maneuver--838-74398
Mov Cap-2 Maneuver----74-
Stage 1----455-
Stage 2----304-
ApproachNBSBSW
HCM Control Delay, s0014.2
HCM LOSB
Minor Lane/Major MvmtNBTNBRSBLSBTSWLn1
Capacity (veh/h)--838-398
HCM Lane V/C Ratio----0.013
HCM Control Delay (s)--0-14.2
HCM Lane LOS--A-B
HCM 95th %tile Q(veh)--0-0
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Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)4210422167483250137037
Future Volume (vph)4210422167483250137037
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)100010000000
Storage Lanes10100000
Taper Length (ft)25252525
Lane Util. Factor1.000.950.951.000.950.951.001.001.001.001.001.00
Ped Bike Factor
Frt0.9970.9940.9770.932
Flt Protected0.9500.9500.9600.976
Satd. Flow (prot)153931310166232130016410015760
Flt Permitted0.9500.9500.9600.976
Satd. Flow (perm)153931310166232130016410015760
Link Speed (mph)45453030
Link Distance (ft)11521074250266
Travel Time (s)17.516.35.76.0
Confl. Bikes (#/hr)4
Peak Hour Factor0.960.960.960.960.960.960.960.960.960.960.960.96
Heavy Vehicles (%)8%6%0%0%3%0%0%0%0%1%0%1%
Adj. Flow (vph)4410852267793350139039
Shared Lane Traffic (%)
Lane Group Flow (vph)4411070681200600780
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Sign ControlFreeFreeStopStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 49.1%ICU Level of Service A
Analysis Period (min) 15
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Intersection
Int Delay, s/veh2.3
MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Vol, veh/h4210422167483250137037
Future Vol, veh/h4210422167483250137037
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--None--None
Storage Length100--100--------
Veh in Median Storage, #-0--0--0--0-
Grade, %-0--0--0--0-
Peak Hour Factor969696969696969696969696
Heavy Vehicles, %860030000101
Mvmt Flow4410852267793350139039
Major/MinorMajor1Major2Minor1Minor2
Conflicting Flow All812001107001586200855414392003406
Stage 1------11841184-808808-
Stage 2------402824-6311195-
Critical Hdwy4.26--4.1--7.56.56.97.526.56.92
Critical Hdwy Stg 1------6.55.5-6.525.5-
Critical Hdwy Stg 2------6.55.5-6.525.5-
Follow-up Hdwy2.28--2.2--3.543.33.5143.31
Pot Cap-1 Maneuver773--638--74604819460597
Stage 1------204265-343397-
Stage 2------601390-438262-
Platoon blocked, %----
Mov Cap-1 Maneuver773--638--66564818956597
Mov Cap-2 Maneuver------6656-8956-
Stage 1------192250-323393-
Stage 2------557386-412247-
ApproachSENWNESW
HCM Control Delay, s0.40.155.849.2
HCM LOSFE
Minor Lane/Major MvmtNELn1NWLNWTNWRSELSETSERSWLn1
Capacity (veh/h)77638--773--155
HCM Lane V/C Ratio0.0810.01--0.057--0.497
HCM Control Delay (s)55.810.7--9.9--49.2
HCM Lane LOSFB--A--E
HCM 95th %tile Q(veh)0.30--0.2--2.4
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Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)10855857102474932386031556
Future Volume (vph)10855857102474932386031556
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)2250475100065065
Storage Lanes10110100
Taper Length (ft)300252525
Lane Util. Factor1.000.950.951.000.951.001.001.001.001.001.001.00
Ped Bike Factor0.98
Frt0.9860.8500.8500.989
Flt Protected0.9500.9500.9800.957
Satd. Flow (prot)156831090149831671444017151473015500
Flt Permitted0.4130.4140.9800.957
Satd. Flow (perm)6823109065331671414017151473015500
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)9503995
Link Speed (mph)45453035
Link Distance (ft)9251152271868
Travel Time (s)14.017.56.216.9
Confl. Bikes (#/hr)1
Peak Hour Factor0.980.980.980.980.980.980.980.980.980.980.980.98
Heavy Vehicles (%)6%6%0%11%5%3%0%0%1%6%7%16%
Adj. Flow (vph)11056958102525032386151557
Shared Lane Traffic (%)
Lane Group Flow (vph)11062701025250305806870
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 2222112112
Detector Template LeftLeft
Leading Detector (ft)783237832314320781432078
Trailing Detector (ft)215721571370213702
Detector 1 Position(ft)215721571370213702
Detector 1 Size(ft)666662066206
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72317723177272
Detector 2 Size(ft)666666
Detector 2 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.00.00.0
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
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Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Protected Phases16248844
Permitted Phases62284
Detector Phase1622488844
Switch Phase
Minimum Initial (s)10.010.010.010.05.05.05.05.05.05.0
Minimum Split (s)14.027.425.025.026.523.723.723.726.526.5
Total Split (s)14.039.225.225.257.023.823.823.857.057.0
Total Split (%)11.7%32.7%21.0%21.0%47.5%19.8%19.8%19.8%47.5%47.5%
Maximum Green (s)10.033.819.819.852.519.819.819.852.552.5
Yellow Time (s)3.54.74.74.74.03.53.53.54.04.0
All-Red Time (s)0.50.70.70.70.50.50.50.50.50.5
Lost Time Adjust (s)-1.4-1.4-1.4-1.4-1.40.00.0-0.5
Total Lost Time (s)2.64.04.04.03.14.04.04.0
Lead/LagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.52.52.52.52.52.5
Minimum Gap (s)2.02.02.02.02.02.02.02.02.02.0
Time Before Reduce (s)8.08.08.08.08.08.08.08.08.08.0
Time To Reduce (s)4.04.04.04.04.04.04.04.04.04.0
Recall ModeNoneMinMinMinNoneNoneNoneNoneNoneNone
Walk Time (s)7.07.07.07.07.07.0
Flash Dont Walk (s)15.011.011.015.015.015.0
Pedestrian Calls (#/hr)000000
Act Effct Green (s)28.527.012.912.964.15.15.149.4
Actuated g/C Ratio0.320.310.150.150.730.060.060.56
v/c Ratio0.330.650.110.540.420.050.040.79
Control Delay26.330.638.240.61.545.40.524.3
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay26.330.638.240.61.545.40.524.3
LOSCCDDADAC
Approach Delay30.014.917.824.3
Approach LOSCBBC
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 87.7
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 22.9Intersection LOS: C
Intersection Capacity Utilization 84.5%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 7: S Jackson/Valley View & 99
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MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)10855857102474932386031556
Future Volume (vph)10855857102474932386031556
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)2.64.04.04.03.14.04.04.0
Lane Util. Factor1.000.951.000.951.001.001.001.00
Frpb, ped/bikes1.001.001.001.001.001.001.001.00
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt1.000.991.001.000.851.000.850.99
Flt Protected0.951.000.951.001.000.981.000.96
Satd. Flow (prot)15683110149831671438171614731550
Flt Permitted0.411.000.411.001.000.981.000.96
Satd. Flow (perm)682311065331671438171614731550
Peak-hour factor, PHF0.980.980.980.980.980.980.980.980.980.980.980.98
Adj. Flow (vph)11056958102525032386151557
RTOR Reduction (vph)06000151008020
Lane Group Flow (vph)11062101025235205006850
Confl. Bikes (#/hr)1
Heavy Vehicles (%)6%6%0%11%5%3%0%0%1%6%7%16%
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
Protected Phases16248844
Permitted Phases62284
Actuated Green, G (s)25.625.611.511.560.41.81.848.9
Effective Green, g (s)27.027.012.912.963.21.81.849.4
Actuated g/C Ratio0.300.300.140.140.700.020.020.55
Clearance Time (s)4.05.45.45.44.54.04.04.5
Vehicle Extension (s)2.52.52.52.52.52.52.52.5
Lane Grp Cap (vph)3179309345210073429848
v/s Ratio Prot0.04c0.200.080.20c0.00c0.44
v/s Ratio Perm0.060.020.050.00
v/c Ratio0.350.670.110.560.350.150.010.81
Uniform Delay, d124.027.733.636.05.443.443.316.5
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d20.51.60.41.20.21.50.15.5
Delay (s)24.429.334.037.25.544.943.422.1
Level of ServiceCCCDADDC
Approach Delay (s)28.616.344.022.1
Approach LOSCBDC
Intersection Summary
HCM 2000 Control Delay22.4HCM 2000 Level of ServiceC
HCM 2000 Volume to Capacity ratio0.77
Actuated Cycle Length (s) 90.2Sum of lost time (s)15.1
Intersection Capacity Utilization84.5%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
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Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)7307240547686481013108
Future Volume (vph)7307240547686481013108
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)000015016070195
Storage Lanes00001011
Taper Length (ft)252530080
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Ped Bike Factor0.980.990.970.96
Frt0.9330.9250.8500.850
Flt Protected0.9750.9780.9500.950
Satd. Flow (prot)015550015600166217331488166217161488
Flt Permitted0.8360.8720.9500.950
Satd. Flow (perm)013330013910166217331441166217161425
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)82824582
Link Speed (mph)25252535
Link Distance (ft)142528611413346
Travel Time (s)38.97.831.165.2
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Peak Hour Factor0.960.960.960.960.960.960.960.960.960.960.960.96
Heavy Vehicles (%)0%0%0%0%0%0%0%1%0%0%2%0%
Adj. Flow (vph)7607540549715481055113
Shared Lane Traffic (%)
Lane Group Flow (vph)0151009049715481055113
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)001212
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 1212211211
Detector Template LeftLeft
Leading Detector (ft)207820787814314378143143
Trailing Detector (ft)020221371372137137
Detector 1 Position(ft)020221371372137137
Detector 1 Size(ft)206206666666
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72727272
Detector 2 Size(ft)6666
Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.0
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Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Detector Phase8888166522
Switch Phase
Minimum Initial (s)5.05.05.05.05.010.010.05.010.010.0
Minimum Split (s)24.024.024.024.022.022.522.513.022.022.0
Total Split (s)24.024.024.024.022.083.083.013.074.074.0
Total Split (%)20.0%20.0%20.0%20.0%18.3%69.2%69.2%10.8%61.7%61.7%
Maximum Green (s)20.020.020.020.018.079.079.09.070.070.0
Yellow Time (s)3.53.53.53.53.53.53.53.53.53.5
All-Red Time (s)0.50.50.50.50.50.50.50.50.50.5
Lost Time Adjust (s)0.00.00.00.00.00.00.00.0
Total Lost Time (s)4.04.04.04.04.04.04.04.0
Lead/LagLeadLagLagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.54.04.02.54.04.0
Minimum Gap (s)2.02.02.02.02.02.72.72.02.72.7
Time Before Reduce (s)8.08.08.08.08.010.010.08.010.010.0
Time To Reduce (s)4.04.04.04.04.013.013.04.013.013.0
Recall ModeNoneNoneNoneNoneNoneMinMinNoneMinMin
Walk Time (s)7.07.07.07.07.07.07.07.0
Flash Dont Walk (s)13.013.013.013.011.011.011.011.0
Pedestrian Calls (#/hr)00000000
Act Effct Green (s)10.710.77.981.581.55.673.473.4
Actuated g/C Ratio0.100.100.080.800.800.050.720.72
v/c Ratio0.710.040.380.520.000.090.860.11
Control Delay39.40.354.26.70.050.422.52.8
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay39.40.354.26.70.050.422.52.8
LOSDADAADCA
Approach Delay39.40.39.720.8
Approach LOSDAAC
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 102.2
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 18.0Intersection LOS: B
Intersection Capacity Utilization 78.3%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 9: Main St/Main Street & Maple St
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MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)7307240547686481013108
Future Volume (vph)7307240547686481013108
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)4.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.001.00
Frpb, ped/bikes0.980.991.001.000.971.001.000.96
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt0.930.931.001.000.851.001.000.85
Flt Protected0.980.980.951.001.000.951.001.00
Satd. Flow (prot)15581561166217331443166217161429
Flt Permitted0.840.870.951.001.000.951.001.00
Satd. Flow (perm)13361391166217331443166217161429
Peak-hour factor, PHF0.960.960.960.960.960.960.960.960.960.960.960.96
Adj. Flow (vph)7607540549715481055112
RTOR Reduction (vph)07400800010023
Lane Group Flow (vph)07700104971538105590
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Heavy Vehicles (%)0%0%0%0%0%0%0%1%0%0%2%0%
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Actuated Green, G (s)10.710.76.981.481.41.275.775.7
Effective Green, g (s)10.710.76.981.481.41.275.775.7
Actuated g/C Ratio0.100.100.070.770.770.010.720.72
Clearance Time (s)4.04.04.04.04.04.04.04.0
Vehicle Extension (s)2.52.52.54.04.02.54.04.0
Lane Grp Cap (vph)135141108133911151812331027
v/s Ratio Protc0.030.410.00c0.61
v/s Ratio Permc0.060.000.000.06
v/c Ratio0.570.010.450.530.000.440.860.09
Uniform Delay, d145.142.547.44.62.751.710.84.4
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d24.70.02.20.50.012.26.20.1
Delay (s)49.942.549.65.12.763.917.04.5
Level of ServiceDDDAAEBA
Approach Delay (s)49.942.58.016.2
Approach LOSDDAB
Intersection Summary
HCM 2000 Control Delay15.7HCM 2000 Level of ServiceB
HCM 2000 Volume to Capacity ratio0.79
Actuated Cycle Length (s) 105.3Sum of lost time (s)12.0
Intersection Capacity Utilization78.3%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
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Lane GroupEBLEBRSETSERNWLNWT
Lane Configurations
Traffic Volume (vph)33291076811744
Future Volume (vph)33291076811744
Ideal Flow (vphpl)175017501750175017501750
Storage Length (ft)10000125
Storage Lanes1100
Taper Length (ft)2550
Lane Util. Factor1.001.001.001.000.950.95
Frt0.8500.999
Flt Protected0.9500.999
Satd. Flow (prot)164614731731003289
Flt Permitted0.9500.999
Satd. Flow (perm)164614731731003289
Link Speed (mph)302545
Link Distance (ft)194599512
Travel Time (s)4.416.37.8
Peak Hour Factor0.850.850.960.960.960.96
Adj. Flow (vph)39341121811775
Shared Lane Traffic (%)
Lane Group Flow (vph)3934112900786
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftRightLeftLeft
Median Width(ft)1200
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn Lane
Headway Factor1.111.111.111.111.111.11
Sign ControlStopFreeFree
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 72.0%ICU Level of Service C
Analysis Period (min) 15
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Intersection
Int Delay, s/veh1.5
MovementEBLEBRSETSERNWLNWT
Lane Configurations
Traffic Vol, veh/h33291076811744
Future Vol, veh/h33291076811744
Conflicting Peds, #/hr000000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length1000----
Veh in Median Storage, #0-0--0
Grade, %0-0--0
Peak Hour Factor858596969696
Heavy Vehicles, %111111
Mvmt Flow39341121811775
Major/MinorMinor1Major1Major2
Conflicting Flow All153511250011290
Stage 11125-----
Stage 2410-----
Critical Hdwy6.6156.215--4.115-
Critical Hdwy Stg 15.415-----
Critical Hdwy Stg 25.815-----
Follow-up Hdwy3.50953.3095--2.2095-
Pot Cap-1 Maneuver118250--621-
Stage 1311-----
Stage 2642-----
Platoon blocked, %---
Mov Cap-1 Maneuver114250--621-
Mov Cap-2 Maneuver114-----
Stage 1311-----
Stage 2622-----
ApproachEBSENW
HCM Control Delay, s37.900.4
HCM LOSE
Minor Lane/Major MvmtNWLNWTEBLn1EBLn2SETSER
Capacity (veh/h)621-114250--
HCM Lane V/C Ratio0.018-0.3410.136--
HCM Control Delay (s)10.90.252.121.7--
HCM Lane LOSBAFC--
HCM 95th %tile Q(veh)0.1-1.40.5--
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Lane GroupSETSERNWLNWTNELNER
Lane Configurations
Traffic Volume (vph)107725772207
Future Volume (vph)107725772207
Ideal Flow (vphpl)175017501750175017501750
Lane Util. Factor0.950.950.950.951.001.00
Frt0.966
Flt Protected0.964
Satd. Flow (prot)329200329216140
Flt Permitted0.964
Satd. Flow (perm)329200329216140
Link Speed (mph)254530
Link Distance (ft)1074412413
Travel Time (s)29.36.29.4
Peak Hour Factor0.960.960.960.960.850.85
Adj. Flow (vph)112225804248
Shared Lane Traffic (%)
Lane Group Flow (vph)112400809320
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftLeftLeftRight
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.11
Sign ControlFreeFreeStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 42.4%ICU Level of Service A
Analysis Period (min) 15
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Intersection
Int Delay, s/veh0.4
MovementSETSERNWLNWTNELNER
Lane Configurations
Traffic Vol, veh/h107725772207
Future Vol, veh/h107725772207
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor969696968585
Heavy Vehicles, %111111
Mvmt Flow112225804248
Major/MinorMajor1Major2Minor1
Conflicting Flow All00112401535562
Stage 1----1123-
Stage 2----412-
Critical Hdwy--4.12-6.826.92
Critical Hdwy Stg 1----5.82-
Critical Hdwy Stg 2----5.82-
Follow-up Hdwy--2.21-3.513.31
Pot Cap-1 Maneuver--623-108473
Stage 1----275-
Stage 2----640-
Platoon blocked, %---
Mov Cap-1 Maneuver--623-106473
Mov Cap-2 Maneuver----213-
Stage 1----275-
Stage 2----630-
ApproachSENWNE
HCM Control Delay, s00.221.6
HCM LOSC
Minor Lane/Major MvmtNELn1NWLNWTSETSER
Capacity (veh/h)248623---
HCM Lane V/C Ratio0.1280.008---
HCM Control Delay (s)21.610.80.1--
HCM Lane LOSCBA--
HCM 95th %tile Q(veh)0.40---
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Lane GroupNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Volume (vph)11921389713
Future Volume (vph)11921389713
Ideal Flow (vphpl)175017501750175017501750
Storage Length (ft)1755000
Storage Lanes1110
Taper Length (ft)5025
Lane Util. Factor1.001.001.001.001.001.00
Frt0.8500.899
Flt Protected0.9500.988
Satd. Flow (prot)171614881662173315540
Flt Permitted0.9500.988
Satd. Flow (perm)171614881662173315540
Link Speed (mph)354530
Link Distance (ft)3346408349
Travel Time (s)65.26.27.9
Peak Hour Factor0.930.930.931.000.930.93
Heavy Vehicles (%)2%0%0%1%0%0%
Adj. Flow (vph)12821389713
Shared Lane Traffic (%)
Lane Group Flow (vph)12821389740
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftLeftLeftRight
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn Lane
Headway Factor1.111.111.111.111.111.11
Sign ControlFreeFreeStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 78.1%ICU Level of Service D
Analysis Period (min) 15
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Intersection
Int Delay, s/veh0.1
MovementNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Vol, veh/h11921389713
Future Vol, veh/h11921389713
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length-17550-0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor9393931009393
Heavy Vehicles, %200100
Mvmt Flow12821389713
Major/MinorMajor1Major2Minor1
Conflicting Flow All001283021851282
Stage 1----1282-
Stage 2----903-
Critical Hdwy--4.1-6.46.2
Critical Hdwy Stg 1----5.4-
Critical Hdwy Stg 2----5.4-
Follow-up Hdwy--2.2-3.53.3
Pot Cap-1 Maneuver--548-51204
Stage 1----263-
Stage 2----399-
Platoon blocked, %---
Mov Cap-1 Maneuver--548-51204
Mov Cap-2 Maneuver----51-
Stage 1----263-
Stage 2----397-
ApproachNBSBSW
HCM Control Delay, s0036.9
HCM LOSE
Minor Lane/Major MvmtNBTNBRSBLSBTSWLn1
Capacity (veh/h)--548-117
HCM Lane V/C Ratio--0.006-0.037
HCM Control Delay (s)--11.6-36.9
HCM Lane LOS--B-E
HCM 95th %tile Q(veh)--0-0.1
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Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)1688138117017200416228
Future Volume (vph)1688138117017200416228
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)100010000000
Storage Lanes10100000
Taper Length (ft)25252525
Lane Util. Factor1.000.950.951.000.950.951.001.001.001.001.001.00
Ped Bike Factor
Frt0.9980.9790.918
Flt Protected0.9500.9500.9590.983
Satd. Flow (prot)166232920166232540016430015790
Flt Permitted0.9500.9500.9590.983
Satd. Flow (perm)166232920166232540016430015790
Link Speed (mph)45453030
Link Distance (ft)11521486250266
Travel Time (s)17.522.55.76.0
Confl. Bikes (#/hr)4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)0%1%0%0%2%0%0%0%0%0%1%0%
Adj. Flow (vph)1897939130019220418231
Shared Lane Traffic (%)
Lane Group Flow (vph)18982091319002600510
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Sign ControlFreeFreeStopStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 45.7%ICU Level of Service A
Analysis Period (min) 15
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Intersection
Int Delay, s/veh3
MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Vol, veh/h1688138117017200416228
Future Vol, veh/h1688138117017200416228
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--None--None
Storage Length100--100--------
Veh in Median Storage, #-0--0--0--0-
Grade, %-0--0--0--0-
Peak Hour Factor909090909090909090909090
Heavy Vehicles, %010020000010
Mvmt Flow1897939130019220418231
Major/MinorMajor1Major2Minor1Minor2
Conflicting Flow All131900982001686235449118542346660
Stage 1------10171017-13281328-
Stage 2------6691337-5261018-
Critical Hdwy4.1--4.1--7.56.56.97.56.526.9
Critical Hdwy Stg 1------6.55.5-6.55.52-
Critical Hdwy Stg 2------6.55.5-6.55.52-
Follow-up Hdwy2.2--2.2--3.543.33.54.013.3
Pot Cap-1 Maneuver531--711--62365294736410
Stage 1------258318-167224-
Stage 2------418224-508315-
Platoon blocked, %----
Mov Cap-1 Maneuver531--711--53345294534410
Mov Cap-2 Maneuver------5334-4534-
Stage 1------249307-161221-
Stage 2------378221-487304-
ApproachSENWNESW
HCM Control Delay, s0.20.1101.280.3
HCM LOSFF
Minor Lane/Major MvmtNELn1NWLNWTNWRSELSETSERSWLn1
Capacity (veh/h)62711--531--95
HCM Lane V/C Ratio0.430.013--0.033--0.538
HCM Control Delay (s)101.210.1--12--80.3
HCM Lane LOSFB--B--F
HCM 95th %tile Q(veh)1.60--0.1--2.4
- Ashland, Oregon 8:00 am 04/23/2018 2021 PM BackgroundSynchro 9 Report
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Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)3033943551467039165451991
Future Volume (vph)3033943551467039165451991
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)2250475100065065
Storage Lanes10110100
Taper Length (ft)300252525
Lane Util. Factor1.000.950.951.000.951.001.001.001.001.001.001.00
Ped Bike Factor0.98
Frt0.9980.8500.8500.981
Flt Protected0.9500.9500.9890.960
Satd. Flow (prot)159932860163031971458017181488016300
Flt Permitted0.1770.5260.9890.960
Satd. Flow (perm)2983286090231971428017181488016300
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)1744999
Link Speed (mph)45453035
Link Distance (ft)9251152271868
Travel Time (s)14.017.56.216.9
Confl. Bikes (#/hr)1
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)4%1%0%2%4%2%0%1%0%1%0%2%
Adj. Flow (vph)333774395717443101860621101
Shared Lane Traffic (%)
Lane Group Flow (vph)333810395717440131807280
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 2222112112
Detector Template LeftLeft
Leading Detector (ft)783237832314320781432078
Trailing Detector (ft)215721571370213702
Detector 1 Position(ft)215721571370213702
Detector 1 Size(ft)666662066206
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72317723177272
Detector 2 Size(ft)666666
Detector 2 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.00.00.0
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
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Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Protected Phases16248844
Permitted Phases62284
Detector Phase1622488844
Switch Phase
Minimum Initial (s)10.010.010.010.05.05.05.05.05.05.0
Minimum Split (s)14.027.425.025.026.523.723.723.726.526.5
Total Split (s)14.040.326.326.356.023.723.723.756.056.0
Total Split (%)11.7%33.6%21.9%21.9%46.7%19.8%19.8%19.8%46.7%46.7%
Maximum Green (s)10.034.920.920.951.519.719.719.751.551.5
Yellow Time (s)3.54.74.74.74.03.53.53.54.04.0
All-Red Time (s)0.50.70.70.70.50.50.50.50.50.5
Lost Time Adjust (s)-1.4-1.4-1.4-1.4-1.40.00.0-0.5
Total Lost Time (s)2.64.04.04.03.14.04.04.0
Lead/LagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.52.52.52.52.52.5
Minimum Gap (s)2.02.02.02.02.02.02.02.02.02.0
Time Before Reduce (s)8.08.08.08.08.08.08.08.08.08.0
Time To Reduce (s)4.04.04.04.04.04.04.04.04.04.0
Recall ModeNoneMinMinMinNoneNoneNoneNoneNoneNone
Walk Time (s)7.07.07.07.07.07.0
Flash Dont Walk (s)15.011.011.015.015.015.0
Pedestrian Calls (#/hr)000000
Act Effct Green (s)29.728.320.820.875.15.35.352.4
Actuated g/C Ratio0.320.300.220.220.800.060.060.56
v/c Ratio0.130.380.200.800.570.140.100.80
Control Delay23.626.736.546.22.251.31.228.2
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay23.626.736.546.22.251.31.228.2
LOSCCDDADAC
Approach Delay26.521.722.228.2
Approach LOSCCCC
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 93.8
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 24.4Intersection LOS: C
Intersection Capacity Utilization 80.3%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 7: S Jackson/Valley View & 99
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Synchro 9 Report
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MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)3033943551467039165451991
Future Volume (vph)3033943551467039165451991
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)2.64.04.04.03.14.04.04.0
Lane Util. Factor1.000.951.000.951.001.001.001.00
Frpb, ped/bikes1.001.001.001.000.991.001.001.00
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt1.001.001.001.000.851.000.850.98
Flt Protected0.951.000.951.001.000.991.000.96
Satd. Flow (prot)15993287163031971450171714881631
Flt Permitted0.181.000.531.001.000.991.000.96
Satd. Flow (perm)298328790231971450171714881631
Peak-hour factor, PHF0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)333774395717443101860621101
RTOR Reduction (vph)010001770017040
Lane Group Flow (vph)33380039571567013107240
Confl. Bikes (#/hr)1
Heavy Vehicles (%)4%1%0%2%4%2%0%1%0%1%0%2%
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
Protected Phases16248844
Permitted Phases62284
Actuated Green, G (s)28.728.719.419.471.32.82.851.9
Effective Green, g (s)30.130.120.820.874.12.82.852.4
Actuated g/C Ratio0.310.310.210.210.760.030.030.54
Clearance Time (s)4.05.45.45.44.54.04.04.5
Vehicle Extension (s)2.52.52.52.52.52.52.52.5
Lane Grp Cap (vph)181101619268311044942878
v/s Ratio Prot0.01c0.12c0.180.28c0.01c0.44
v/s Ratio Perm0.040.040.110.00
v/c Ratio0.180.370.200.840.510.270.010.82
Uniform Delay, d124.726.231.436.64.546.245.918.6
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d20.40.20.48.60.32.10.16.2
Delay (s)25.126.431.845.24.848.446.024.8
Level of ServiceCCCDADDC
Approach Delay (s)26.322.647.024.8
Approach LOSCCDC
Intersection Summary
HCM 2000 Control Delay24.2HCM 2000 Level of ServiceC
HCM 2000 Volume to Capacity ratio0.78
Actuated Cycle Length (s) 97.3Sum of lost time (s)15.1
Intersection Capacity Utilization80.3%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
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Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)1230568010581098111584978
Future Volume (vph)1230568010581098111584978
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)000015016070195
Storage Lanes00001011
Taper Length (ft)252530080
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Ped Bike Factor0.990.990.970.96
Frt0.9580.9260.8500.850
Flt Protected0.9670.9780.9500.950
Satd. Flow (prot)015870015620166217161488166217331473
Flt Permitted0.7830.8940.9500.950
Satd. Flow (perm)012850014280166217161441166217331411
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)82824582
Link Speed (mph)25252535
Link Distance (ft)142528611413346
Travel Time (s)38.97.831.165.2
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Peak Hour Factor0.910.910.910.910.910.910.910.910.910.910.910.91
Heavy Vehicles (%)1%0%0%0%0%0%0%2%0%0%1%1%
Adj. Flow (vph)1350629011641207121693386
Shared Lane Traffic (%)
Lane Group Flow (vph)019700200641207121693386
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)001212
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 1212211211
Detector Template LeftLeft
Leading Detector (ft)207820787814314378143143
Trailing Detector (ft)020221371372137137
Detector 1 Position(ft)020221371372137137
Detector 1 Size(ft)206206666666
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72727272
Detector 2 Size(ft)6666
Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.0
- Ashland, Oregon 8:00 am 04/23/2018 2021 PM BackgroundSynchro 9 Report
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Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Detector Phase8888166522
Switch Phase
Minimum Initial (s)5.05.05.05.05.010.010.05.010.010.0
Minimum Split (s)24.024.024.024.022.022.522.513.022.022.0
Total Split (s)24.024.024.024.022.083.083.013.074.074.0
Total Split (%)20.0%20.0%20.0%20.0%18.3%69.2%69.2%10.8%61.7%61.7%
Maximum Green (s)20.020.020.020.018.079.079.09.070.070.0
Yellow Time (s)3.53.53.53.53.53.53.53.53.53.5
All-Red Time (s)0.50.50.50.50.50.50.50.50.50.5
Lost Time Adjust (s)0.00.00.00.00.00.00.00.0
Total Lost Time (s)4.04.04.04.04.04.04.04.0
Lead/LagLeadLagLagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.54.04.02.54.04.0
Minimum Gap (s)2.02.02.02.02.02.72.72.02.72.7
Time Before Reduce (s)8.08.08.08.08.010.010.08.010.010.0
Time To Reduce (s)4.04.04.04.04.013.013.04.013.013.0
Recall ModeNoneNoneNoneNoneNoneMinMinNoneMinMin
Walk Time (s)7.07.07.07.07.07.07.07.0
Flash Dont Walk (s)13.013.013.013.011.011.011.011.0
Pedestrian Calls (#/hr)00000000
Act Effct Green (s)14.414.49.181.181.16.274.274.2
Actuated g/C Ratio0.130.130.080.750.750.060.690.69
v/c Ratio0.810.080.460.930.010.170.780.09
Control Delay51.70.658.828.90.055.320.32.3
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay51.70.658.828.90.055.320.32.3
LOSDAECAECA
Approach Delay51.70.630.119.3
Approach LOSDACB
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 107.7
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 27.2Intersection LOS: C
Intersection Capacity Utilization 87.0%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 9: Main St/Main Street & Maple St
Synchro 9 Report
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MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)1230568010581098111584978
Future Volume (vph)1230568010581098111584978
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)4.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.001.00
Frpb, ped/bikes0.990.991.001.000.971.001.000.96
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt0.960.931.001.000.851.001.000.85
Flt Protected0.970.980.951.001.000.951.001.00
Satd. Flow (prot)15871562166217161442166217331414
Flt Permitted0.780.890.951.001.000.951.001.00
Satd. Flow (perm)12851429166217161442166217331414
Peak-hour factor, PHF0.910.910.910.910.910.910.910.910.910.910.910.91
Adj. Flow (vph)1350629011641207121693386
RTOR Reduction (vph)071001700030026
Lane Group Flow (vph)0126003064120791693360
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Heavy Vehicles (%)1%0%0%0%0%0%0%2%0%0%1%1%
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Actuated Green, G (s)14.414.47.981.181.12.775.975.9
Effective Green, g (s)14.414.47.981.181.12.775.975.9
Actuated g/C Ratio0.130.130.070.740.740.020.690.69
Clearance Time (s)4.04.04.04.04.04.04.04.0
Vehicle Extension (s)2.52.52.54.04.02.54.04.0
Lane Grp Cap (vph)16718611912621061401193973
v/s Ratio Protc0.04c0.700.010.54
v/s Ratio Permc0.100.000.010.04
v/c Ratio0.750.010.540.960.010.400.780.06
Uniform Delay, d146.241.749.413.03.953.011.65.6
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d216.60.03.616.00.04.73.60.0
Delay (s)62.841.753.029.03.957.715.25.6
Level of ServiceEDDCAEBA
Approach Delay (s)62.841.730.015.0
Approach LOSEDCB
Intersection Summary
HCM 2000 Control Delay26.5HCM 2000 Level of ServiceC
HCM 2000 Volume to Capacity ratio0.92
Actuated Cycle Length (s) 110.2Sum of lost time (s)12.0
Intersection Capacity Utilization87.0%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
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Lane GroupNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Volume (vph)12251491614
Future Volume (vph)12251491614
Ideal Flow (vphpl)175017501750175017501750
Storage Length (ft)1755000
Storage Lanes1110
Taper Length (ft)5025
Lane Util. Factor1.001.001.001.001.001.00
Frt0.8500.892
Flt Protected0.9500.990
Satd. Flow (prot)171614881662173315450
Flt Permitted0.9500.990
Satd. Flow (perm)171614881662173315450
Link Speed (mph)354530
Link Distance (ft)3346408349
Travel Time (s)65.26.27.9
Peak Hour Factor0.930.930.930.930.930.93
Heavy Vehicles (%)2%0%0%1%0%0%
Adj. Flow (vph)13171498514
Shared Lane Traffic (%)
Lane Group Flow (vph)13171498550
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftLeftLeftRight
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn Lane
Headway Factor1.111.111.111.111.111.11
Sign ControlFreeFreeStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 80.0%ICU Level of Service D
Analysis Period (min) 15
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Intersection
Int Delay, s/veh0.1
MovementNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Vol, veh/h12251491614
Future Vol, veh/h12251491614
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length-17550-0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor939393939393
Heavy Vehicles, %200100
Mvmt Flow13171498514
Major/MinorMajor1Major2Minor1
Conflicting Flow All001318023101317
Stage 1----1317-
Stage 2----993-
Critical Hdwy--4.1-6.46.2
Critical Hdwy Stg 1----5.4-
Critical Hdwy Stg 2----5.4-
Follow-up Hdwy--2.2-3.53.3
Pot Cap-1 Maneuver--531-43194
Stage 1----253-
Stage 2----362-
Platoon blocked, %---
Mov Cap-1 Maneuver--531-43194
Mov Cap-2 Maneuver----43-
Stage 1----253-
Stage 2----359-
ApproachNBSBSW
HCM Control Delay, s00.138.1
HCM LOSE
Minor Lane/Major MvmtNBTNBRSBLSBTSWLn1
Capacity (veh/h)--531-114
HCM Lane V/C Ratio--0.008-0.047
HCM Control Delay (s)--11.8-38.1
HCM Lane LOS--B-E
HCM 95th %tile Q(veh)--0-0.1
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Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)1692338119918200417228
Future Volume (vph)1692338119918200417228
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)100010000000
Storage Lanes10100000
Taper Length (ft)25252525
Lane Util. Factor1.000.950.951.000.950.951.001.001.001.001.001.00
Ped Bike Factor
Frt0.9980.9790.920
Flt Protected0.9500.9500.9590.982
Satd. Flow (prot)166232920166232540016430015800
Flt Permitted0.9500.9500.9590.982
Satd. Flow (perm)166232920166232540016430015800
Link Speed (mph)45453030
Link Distance (ft)11521053250266
Travel Time (s)17.516.05.76.0
Confl. Bikes (#/hr)4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)0%1%0%0%2%0%0%0%0%0%1%0%
Adj. Flow (vph)18102639133220220419231
Shared Lane Traffic (%)
Lane Group Flow (vph)181029091352002600520
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Sign ControlFreeFreeStopStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 46.6%ICU Level of Service A
Analysis Period (min) 15
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Intersection
Int Delay, s/veh3.6
MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Vol, veh/h1692338119918200417228
Future Vol, veh/h1692338119918200417228
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--None--None
Storage Length100--100--------
Veh in Median Storage, #-0--0--0--0-
Grade, %-0--0--0--0-
Peak Hour Factor909090909090909090909090
Heavy Vehicles, %010020000010
Mvmt Flow18102639133220220419231
Major/MinorMajor1Major2Minor1Minor2
Conflicting Flow All1352001029001749243451519092425676
Stage 1------10641064-13601360-
Stage 2------6851370-5491065-
Critical Hdwy4.1--4.1--7.56.56.97.56.526.9
Critical Hdwy Stg 1------6.55.5-6.55.52-
Critical Hdwy Stg 2------6.55.5-6.55.52-
Follow-up Hdwy2.2--2.2--3.543.33.54.013.3
Pot Cap-1 Maneuver516--683--56325104232401
Stage 1------242302-159217-
Stage 2------409216-493299-
Platoon blocked, %----
Mov Cap-1 Maneuver516--683--47305104030401
Mov Cap-2 Maneuver------4730-4030-
Stage 1------234291-153214-
Stage 2------368213-472289-
ApproachSENWNESW
HCM Control Delay, s0.20.1121101.4
HCM LOSFF
Minor Lane/Major MvmtNELn1NWLNWTNWRSELSETSERSWLn1
Capacity (veh/h)55683--516--84
HCM Lane V/C Ratio0.4850.013--0.034--0.622
HCM Control Delay (s)12110.3--12.2--101.4
HCM Lane LOSFB--B--F
HCM 95th %tile Q(veh)1.90--0.1--2.9
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Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)3036043552868539165661991
Future Volume (vph)3036043552868539165661991
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)2250475100065065
Storage Lanes10110100
Taper Length (ft)300252525
Lane Util. Factor1.000.950.951.000.951.001.001.001.001.001.001.00
Ped Bike Factor0.98
Frt0.9990.8500.8500.982
Flt Protected0.9500.9500.9890.960
Satd. Flow (prot)159932890163031971458017181488016320
Flt Permitted0.1730.5140.9890.960
Satd. Flow (perm)2913289088231971428017181488016320
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)1761998
Link Speed (mph)45453035
Link Distance (ft)9251152271868
Travel Time (s)14.017.56.216.9
Confl. Bikes (#/hr)1
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)4%1%0%2%4%2%0%1%0%1%0%2%
Adj. Flow (vph)334004395877613101862921101
Shared Lane Traffic (%)
Lane Group Flow (vph)334040395877610131807510
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 2222112112
Detector Template LeftLeft
Leading Detector (ft)783237832314320781432078
Trailing Detector (ft)215721571370213702
Detector 1 Position(ft)215721571370213702
Detector 1 Size(ft)666662066206
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72317723177272
Detector 2 Size(ft)666666
Detector 2 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.00.00.0
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
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Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Protected Phases16248844
Permitted Phases62284
Detector Phase1622488844
Switch Phase
Minimum Initial (s)10.010.010.010.05.05.05.05.05.05.0
Minimum Split (s)14.027.425.025.026.523.723.723.726.526.5
Total Split (s)14.040.326.326.356.023.723.723.756.056.0
Total Split (%)11.7%33.6%21.9%21.9%46.7%19.8%19.8%19.8%46.7%46.7%
Maximum Green (s)10.034.920.920.951.519.719.719.751.551.5
Yellow Time (s)3.54.74.74.74.03.53.53.54.04.0
All-Red Time (s)0.50.70.70.70.50.50.50.50.50.5
Lost Time Adjust (s)-1.4-1.4-1.4-1.4-1.40.00.0-0.5
Total Lost Time (s)2.64.04.04.03.14.04.04.0
Lead/LagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.52.52.52.52.52.5
Minimum Gap (s)2.02.02.02.02.02.02.02.02.02.0
Time Before Reduce (s)8.08.08.08.08.08.08.08.08.08.0
Time To Reduce (s)4.04.04.04.04.04.04.04.04.04.0
Recall ModeNoneMinMinMinNoneNoneNoneNoneNoneNone
Walk Time (s)7.07.07.07.07.07.0
Flash Dont Walk (s)15.011.011.015.015.015.0
Pedestrian Calls (#/hr)000000
Act Effct Green (s)30.829.421.821.876.65.25.252.9
Actuated g/C Ratio0.320.310.230.230.800.050.050.55
v/c Ratio0.130.400.190.800.580.140.100.83
Control Delay23.727.136.646.32.251.51.230.4
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay23.727.136.646.32.251.51.230.4
LOSCCDDADAC
Approach Delay26.921.822.330.4
Approach LOSCCCC
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 95.5
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 25.2Intersection LOS: C
Intersection Capacity Utilization 82.0%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 7: S Jackson/Valley View & 99
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MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)3036043552868539165661991
Future Volume (vph)3036043552868539165661991
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)2.64.04.04.03.14.04.04.0
Lane Util. Factor1.000.951.000.951.001.001.001.00
Frpb, ped/bikes1.001.001.001.000.991.001.001.00
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt1.001.001.001.000.851.000.850.98
Flt Protected0.951.000.951.001.000.991.000.96
Satd. Flow (prot)15993288163031971450171714881631
Flt Permitted0.171.000.511.001.000.991.000.96
Satd. Flow (perm)292328888331971450171714881631
Peak-hour factor, PHF0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)334004395877613101862921101
RTOR Reduction (vph)010001790017040
Lane Group Flow (vph)33403039587582013107470
Confl. Bikes (#/hr)1
Heavy Vehicles (%)4%1%0%2%4%2%0%1%0%1%0%2%
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
Protected Phases16248844
Permitted Phases62284
Actuated Green, G (s)29.829.820.420.472.82.82.852.4
Effective Green, g (s)31.231.221.821.875.62.82.852.9
Actuated g/C Ratio0.320.320.220.220.760.030.030.53
Clearance Time (s)4.05.45.45.44.54.04.04.5
Vehicle Extension (s)2.52.52.52.52.52.52.52.5
Lane Grp Cap (vph)181103719470411084842872
v/s Ratio Prot0.01c0.12c0.180.29c0.01c0.46
v/s Ratio Perm0.040.040.120.00
v/c Ratio0.180.390.200.830.530.270.010.86
Uniform Delay, d124.826.431.436.84.647.146.719.8
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d20.40.20.48.20.32.20.18.2
Delay (s)25.126.631.845.14.949.346.828.0
Level of ServiceCCCDADDC
Approach Delay (s)26.522.747.828.0
Approach LOSCCDC
Intersection Summary
HCM 2000 Control Delay25.1HCM 2000 Level of ServiceC
HCM 2000 Volume to Capacity ratio0.80
Actuated Cycle Length (s) 98.9Sum of lost time (s)15.1
Intersection Capacity Utilization82.0%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
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Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)12310568010581121111686481
Future Volume (vph)12310568010581121111686481
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)000015016070195
Storage Lanes00001011
Taper Length (ft)252530080
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Ped Bike Factor0.990.990.970.96
Frt0.9600.9260.8500.850
Flt Protected0.9690.9780.9500.950
Satd. Flow (prot)015950015620166217161488166217331473
Flt Permitted0.7920.8930.9500.950
Satd. Flow (perm)013040014270166217161441166217331411
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)15824582
Link Speed (mph)25252535
Link Distance (ft)142528611413346
Travel Time (s)38.97.831.165.2
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Peak Hour Factor0.910.910.910.910.910.910.910.910.910.910.910.91
Heavy Vehicles (%)1%0%0%0%0%0%0%2%0%0%1%1%
Adj. Flow (vph)13511629011641232121894989
Shared Lane Traffic (%)
Lane Group Flow (vph)020800200641232121894989
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)001212
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 1212211211
Detector Template LeftLeft
Leading Detector (ft)207820787814314378143143
Trailing Detector (ft)020221371372137137
Detector 1 Position(ft)020221371372137137
Detector 1 Size(ft)206206666666
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72727272
Detector 2 Size(ft)6666
Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.0
Grand Terrace - Ashland, Oregon 4:30 pm 04/23/2018 2021 PM BuildSynchro 9 Report
Page 8
05/24/2019
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Detector Phase8888166522
Switch Phase
Minimum Initial (s)5.05.05.05.05.010.010.05.010.010.0
Minimum Split (s)24.024.024.024.022.022.522.513.022.022.0
Total Split (s)24.024.024.024.022.083.083.013.074.074.0
Total Split (%)20.0%20.0%20.0%20.0%18.3%69.2%69.2%10.8%61.7%61.7%
Maximum Green (s)20.020.020.020.018.079.079.09.070.070.0
Yellow Time (s)3.53.53.53.53.53.53.53.53.53.5
All-Red Time (s)0.50.50.50.50.50.50.50.50.50.5
Lost Time Adjust (s)0.00.00.00.00.00.00.00.0
Total Lost Time (s)4.04.04.04.04.04.04.04.0
Lead/LagLeadLagLagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.54.04.02.54.04.0
Minimum Gap (s)2.02.02.02.02.02.72.72.02.72.7
Time Before Reduce (s)8.08.08.08.08.010.010.08.010.010.0
Time To Reduce (s)4.04.04.04.04.013.013.04.013.013.0
Recall ModeNoneNoneNoneNoneNoneMinMinNoneMinMin
Walk Time (s)7.07.07.07.07.07.07.07.0
Flash Dont Walk (s)13.013.013.013.011.011.011.011.0
Pedestrian Calls (#/hr)00000000
Act Effct Green (s)19.319.39.280.580.56.373.773.7
Actuated g/C Ratio0.170.170.080.720.720.060.660.66
v/c Ratio0.880.060.471.000.010.190.830.09
Control Delay78.20.460.943.90.056.724.62.5
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay78.20.460.943.90.056.724.62.5
LOSEAEDAECA
Approach Delay78.20.444.323.3
Approach LOSEADC
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 112.2
Natural Cycle: 130
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 38.1Intersection LOS: D
Intersection Capacity Utilization 88.7%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 9: Main St/Main Street & Maple St
Grand Terrace - Ashland, Oregon 4:30 pm 04/23/2018 2021 PM BuildSynchro 9 Report
Page 9
05/24/2019
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)12310568010581121111686481
Future Volume (vph)12310568010581121111686481
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)4.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.001.00
Frpb, ped/bikes0.990.991.001.000.971.001.000.96
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt0.960.931.001.000.851.001.000.85
Flt Protected0.970.980.951.001.000.951.001.00
Satd. Flow (prot)15941562166217161441166217331412
Flt Permitted0.790.890.951.001.000.951.001.00
Satd. Flow (perm)13041426166217161441166217331412
Peak-hour factor, PHF0.910.910.910.910.910.910.910.910.910.910.910.91
Adj. Flow (vph)13511629011641232121894989
RTOR Reduction (vph)012001700040028
Lane Group Flow (vph)0196003064123281894961
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Heavy Vehicles (%)1%0%0%0%0%0%0%2%0%0%1%1%
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Actuated Green, G (s)19.319.38.180.680.62.975.475.4
Effective Green, g (s)19.319.38.180.680.62.975.475.4
Actuated g/C Ratio0.170.170.070.700.700.030.660.66
Clearance Time (s)4.04.04.04.04.04.04.04.0
Vehicle Extension (s)2.52.52.54.04.02.54.04.0
Lane Grp Cap (vph)21923911712041011411138927
v/s Ratio Protc0.04c0.720.010.55
v/s Ratio Permc0.150.000.010.04
v/c Ratio0.890.010.551.020.010.440.830.07
Uniform Delay, d146.739.851.617.15.155.114.97.1
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d233.30.04.132.00.05.45.60.0
Delay (s)80.039.855.749.15.160.520.67.1
Level of ServiceFDEDAECA
Approach Delay (s)80.039.849.020.1
Approach LOSFDDC
Intersection Summary
HCM 2000 Control Delay39.7HCM 2000 Level of ServiceD
HCM 2000 Volume to Capacity ratio0.99
Actuated Cycle Length (s) 114.8Sum of lost time (s)12.0
Intersection Capacity Utilization88.7%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
Grand Terrace - Ashland, Oregon 4:30 pm 04/23/2018 2021 PM BuildSynchro 9 Report
Page 10
05/24/2019
Lane GroupEBLEBRSETSERNWLNWT
Lane Configurations
Traffic Volume (vph)181690530291200
Future Volume (vph)181690530291200
Ideal Flow (vphpl)175017501750175017501750
Storage Length (ft)10000125
Storage Lanes1100
Taper Length (ft)2550
Lane Util. Factor1.001.001.001.000.950.95
Frt0.8500.996
Flt Protected0.9500.999
Satd. Flow (prot)164614731726003289
Flt Permitted0.9500.999
Satd. Flow (perm)164614731726003289
Link Speed (mph)302545
Link Distance (ft)194599512
Travel Time (s)4.416.37.8
Peak Hour Factor0.850.850.900.900.900.90
Adj. Flow (vph)2119100633321333
Shared Lane Traffic (%)
Lane Group Flow (vph)21191039001365
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftRightLeftLeft
Median Width(ft)1200
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn Lane
Headway Factor1.111.111.111.111.111.11
Sign ControlStopFreeFree
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 68.6%ICU Level of Service C
Analysis Period (min) 15
Grand Terrace - Ashland, Oregon 4:30 pm 04/23/2018 2021 PM BuildSynchro 9 Report
Page 11
05/24/2019
Intersection
Int Delay, s/veh1.4
MovementEBLEBRSETSERNWLNWT
Lane Configurations
Traffic Vol, veh/h181690530291200
Future Vol, veh/h181690530291200
Conflicting Peds, #/hr000000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length1000----
Veh in Median Storage, #0-0--0
Grade, %0-0--0
Peak Hour Factor858590909090
Heavy Vehicles, %111111
Mvmt Flow2119100633321333
Major/MinorMinor1Major1Major2
Conflicting Flow All175410230010390
Stage 11023-----
Stage 2731-----
Critical Hdwy6.6156.215--4.115-
Critical Hdwy Stg 15.415-----
Critical Hdwy Stg 25.815-----
Follow-up Hdwy3.50953.3095--2.2095-
Pot Cap-1 Maneuver85287--672-
Stage 1348-----
Stage 2440-----
Platoon blocked, %---
Mov Cap-1 Maneuver69287--672-
Mov Cap-2 Maneuver69-----
Stage 1348-----
Stage 2359-----
ApproachEBSENW
HCM Control Delay, s50.401.1
HCM LOSF
Minor Lane/Major MvmtNWLNWTEBLn1EBLn2SETSER
Capacity (veh/h)672-69287--
HCM Lane V/C Ratio0.048-0.3070.066--
HCM Control Delay (s)10.60.978.818.4--
HCM Lane LOSBAFC--
HCM 95th %tile Q(veh)0.2-1.10.2--
Grand Terrace - Ashland, Oregon 4:30 pm 04/23/2018 2021 PM BuildSynchro 9 Report
Page 12
05/24/2019
Lane GroupSETSERNWLNWTNELNER
Lane Configurations
Traffic Volume (vph)9242051213124
Future Volume (vph)9242051213124
Ideal Flow (vphpl)175017501750175017501750
Lane Util. Factor0.950.950.950.951.001.00
Frt0.9970.964
Flt Protected0.964
Satd. Flow (prot)328200329216100
Flt Permitted0.964
Satd. Flow (perm)328200329216100
Link Speed (mph)254530
Link Distance (ft)1053433463
Travel Time (s)28.76.610.5
Peak Hour Factor0.900.900.900.900.850.85
Adj. Flow (vph)10272261348145
Shared Lane Traffic (%)
Lane Group Flow (vph)1049001354190
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftLeftLeftRight
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.11
Sign ControlFreeFreeStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 50.2%ICU Level of Service A
Analysis Period (min) 15
Grand Terrace - Ashland, Oregon 4:30 pm 04/23/2018 2021 PM BuildSynchro 9 Report
Page 13
05/24/2019
Intersection
Int Delay, s/veh0.3
MovementSETSERNWLNWTNELNER
Lane Configurations
Traffic Vol, veh/h9242051213124
Future Vol, veh/h9242051213124
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090908585
Heavy Vehicles, %111111
Mvmt Flow10272261348145
Major/MinorMajor1Major2Minor1
Conflicting Flow All00104901724525
Stage 1----1038-
Stage 2----686-
Critical Hdwy--4.12-6.826.92
Critical Hdwy Stg 1----5.82-
Critical Hdwy Stg 2----5.82-
Follow-up Hdwy--2.21-3.513.31
Pot Cap-1 Maneuver--665-81500
Stage 1----305-
Stage 2----464-
Platoon blocked, %---
Mov Cap-1 Maneuver--665-78500
Mov Cap-2 Maneuver----199-
Stage 1----305-
Stage 2----447-
ApproachSENWNE
HCM Control Delay, s00.221.7
HCM LOSC
Minor Lane/Major MvmtNELn1NWLNWTSETSER
Capacity (veh/h)234665---
HCM Lane V/C Ratio0.080.008---
HCM Control Delay (s)21.710.50.2--
HCM Lane LOSCBA--
HCM 95th %tile Q(veh)0.30---
Grand Terrace - Ashland, Oregon 4:30 pm 04/23/2018 2021 PM BuildSynchro 9 Report
Page 14
Lanes, Volumes, TimingsSandow Engineering
3: Main Street & Jackson Road
Lane GroupNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Volume (vph)139214104814
Future Volume (vph)139214104814
Ideal Flow (vphpl)175017501750175017501750
Storage Length (ft)1755000
Storage Lanes1110
Taper Length (ft)5025
Lane Util. Factor1.001.001.001.001.001.00
Frt0.8500.892
Flt Protected0.9500.990
Satd. Flow (prot)171614881662173315450
Flt Permitted0.9500.990
Satd. Flow (perm)171614881662173315450
Link Speed (mph)354530
Link Distance (ft)3346408349
Travel Time (s)65.26.27.9
Peak Hour Factor0.950.930.930.950.930.93
Heavy Vehicles (%)2%0%0%1%0%0%
Adj. Flow (vph)146514110314
Shared Lane Traffic (%)
Lane Group Flow (vph)146514110350
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftLeftLeftRight
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn Lane
Headway Factor1.111.111.111.111.111.11
Sign ControlFreeFreeStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 89.5%ICU Level of Service E
Analysis Period (min) 15
Grand Terrace - Ashland, Oregon05/24/2019
2034 PM BackgroundPage 1
HCM 2010 TWSCSandow Engineering
3: Main Street & Jackson Road
Intersection
Int Delay, s/veh0.1
MovementNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Vol, veh/h139214104814
Future Vol, veh/h139214104814
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length-17550-0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor959393959393
Heavy Vehicles, %200100
Mvmt Flow146514110314
Major/MinorMajor1Major2Minor1
Conflicting Flow All001466025761465
Stage 1----1465-
Stage 2----1111-
Critical Hdwy--4.1-6.46.2
Critical Hdwy Stg 1----5.4-
Critical Hdwy Stg 2----5.4-
Follow-up Hdwy--2.2-3.53.3
Pot Cap-1 Maneuver--467-29159
Stage 1----214-
Stage 2----318-
Platoon blocked, %---
Mov Cap-1 Maneuver--467-29159
Mov Cap-2 Maneuver----29-
Stage 1----214-
Stage 2----315-
ApproachNBSBSW
HCM Control Delay, s0050.8
HCM LOSF
Minor Lane/Major MvmtNBTNBRSBLSBTSWLn1
Capacity (veh/h)--467-84
HCM Lane V/C Ratio--0.009-0.064
HCM Control Delay (s)--12.8-50.8
HCM Lane LOS--B-F
HCM 95th %tile Q(veh)--0-0.2
Grand Terrace - Ashland, Oregon05/24/2019
2034 PM BackgroundPage 2
Lanes, Volumes, TimingsSandow Engineering
4: 99 & Jackson Rd.
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)181029410136720230518233
Future Volume (vph)181029410136720230518233
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)100010000000
Storage Lanes10100000
Taper Length (ft)25252525
Lane Util. Factor1.000.950.951.000.950.951.001.001.001.001.001.00
Ped Bike Factor
Frt0.9990.9980.9750.915
Flt Protected0.9500.9500.9610.983
Satd. Flow (prot)166232890166232540016400015730
Flt Permitted0.9500.9500.9610.983
Satd. Flow (perm)166232890166232540016400015730
Link Speed (mph)45453030
Link Distance (ft)11521486250266
Travel Time (s)17.522.55.76.0
Confl. Bikes (#/hr)4
Peak Hour Factor0.950.950.950.950.950.950.900.900.900.900.900.90
Heavy Vehicles (%)0%1%0%0%2%0%0%0%0%0%1%0%
Adj. Flow (vph)191083411143921260620237
Shared Lane Traffic (%)
Lane Group Flow (vph)1910870111460003200590
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Sign ControlFreeFreeStopStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 52.0%ICU Level of Service A
Analysis Period (min) 15
Grand Terrace - Ashland, Oregon05/24/2019
2034 PM BackgroundPage 3
HCM 2010 TWSCSandow Engineering
4: 99 & Jackson Rd.
Intersection
Int Delay, s/veh6.1
MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Vol, veh/h181029410136720230518233
Future Vol, veh/h181029410136720230518233
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--None--None
Storage Length100--100--------
Veh in Median Storage, #-0--0--0--0-
Grade, %-0--0--0--0-
Peak Hour Factor959595959595909090909090
Heavy Vehicles, %010020000010
Mvmt Flow191083411143921260620237
Major/MinorMajor1Major2Minor1Minor2
Conflicting Flow All1460001087001866260554420522597730
Stage 1------11231123-14721472-
Stage 2------7431482-5801125-
Critical Hdwy4.1--4.1--7.56.56.97.56.526.9
Critical Hdwy Stg 1------6.55.5-6.55.52-
Critical Hdwy Stg 2------6.55.5-6.55.52-
Follow-up Hdwy2.2--2.2--3.543.33.54.013.3
Pot Cap-1 Maneuver469--649--46254883325369
Stage 1------223283-136191-
Stage 2------378191-472281-
Platoon blocked, %----
Mov Cap-1 Maneuver469--649--37244883124369
Mov Cap-2 Maneuver------3724-3124-
Stage 1------214271-130188-
Stage 2------331188-448269-
ApproachSENWNESW
HCM Control Delay, s0.20.1195.2164.7
HCM LOSFF
Minor Lane/Major MvmtNELn1NWLNWTNWRSELSETSERSWLn1
Capacity (veh/h)44649--469--70
HCM Lane V/C Ratio0.7070.016--0.04--0.841
HCM Control Delay (s)195.210.6--13--164.7
HCM Lane LOSFB--B--F
HCM 95th %tile Q(veh)2.70--0.1--4.1
Grand Terrace - Ashland, Oregon05/24/2019
2034 PM BackgroundPage 4
Lanes, Volumes, TimingsSandow Engineering
7: S Jackson/Valley View & 99
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)353965406007824101863722107
Future Volume (vph)353965406007824101863722107
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)2250475100065065
Storage Lanes10110100
Taper Length (ft)300252525
Lane Util. Factor1.000.950.951.000.951.001.001.001.001.001.001.00
Ped Bike Factor0.98
Frt0.9980.8500.8500.981
Flt Protected0.9500.9500.9870.960
Satd. Flow (prot)159932860163031971458017151488016300
Flt Permitted0.1590.5060.9870.960
Satd. Flow (perm)2683286086831971428017151488016300
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)1823999
Link Speed (mph)45453035
Link Distance (ft)9251152271868
Travel Time (s)14.017.56.216.9
Confl. Bikes (#/hr)1
Peak Hour Factor0.950.950.950.950.950.950.900.900.900.900.900.90
Heavy Vehicles (%)4%1%0%2%4%2%0%1%0%1%0%2%
Adj. Flow (vph)374175426328234112070824119
Shared Lane Traffic (%)
Lane Group Flow (vph)374220426328230152008510
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 2222112112
Detector Template LeftLeft
Leading Detector (ft)783237832314320781432078
Trailing Detector (ft)215721571370213702
Detector 1 Position(ft)215721571370213702
Detector 1 Size(ft)666662066206
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72317723177272
Detector 2 Size(ft)666666
Detector 2 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.00.00.0
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
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2034 PM BackgroundPage 5
Lanes, Volumes, TimingsSandow Engineering
7: S Jackson/Valley View & 99
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Protected Phases16248844
Permitted Phases62284
Detector Phase1622488844
Switch Phase
Minimum Initial (s)10.010.010.010.05.05.05.05.05.05.0
Minimum Split (s)14.027.425.025.026.523.723.723.726.526.5
Total Split (s)14.040.326.326.356.023.723.723.756.056.0
Total Split (%)11.7%33.6%21.9%21.9%46.7%19.8%19.8%19.8%46.7%46.7%
Maximum Green (s)10.034.920.920.951.519.719.719.751.551.5
Yellow Time (s)3.54.74.74.74.03.53.53.54.04.0
All-Red Time (s)0.50.70.70.70.50.50.50.50.50.5
Lost Time Adjust (s)-1.4-1.4-1.4-1.4-1.40.00.0-0.5
Total Lost Time (s)2.64.04.04.03.14.04.04.0
Lead/LagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.52.52.52.52.52.5
Minimum Gap (s)2.02.02.02.02.02.02.02.02.02.0
Time Before Reduce (s)8.08.08.08.08.08.08.08.08.08.0
Time To Reduce (s)4.04.04.04.04.04.04.04.04.04.0
Recall ModeNoneMinMinMinNoneNoneNoneNoneNoneNone
Walk Time (s)7.07.07.07.07.07.0
Flash Dont Walk (s)15.011.011.015.015.015.0
Pedestrian Calls (#/hr)000000
Act Effct Green (s)31.730.322.622.677.35.25.252.8
Actuated g/C Ratio0.330.310.230.230.800.050.050.55
v/c Ratio0.150.410.210.840.620.160.110.95
Control Delay23.927.236.948.72.651.91.344.4
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay23.927.236.948.72.651.91.344.4
LOSCCDDADAD
Approach Delay26.923.023.044.4
Approach LOSCCCD
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 96.3
Natural Cycle: 150
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 30.0Intersection LOS: C
Intersection Capacity Utilization 89.7%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 7: S Jackson/Valley View & 99
Grand Terrace - Ashland, Oregon05/24/2019
2034 PM BackgroundPage 6
HCM Signalized Intersection Capacity AnalysisSandow Engineering
7: S Jackson/Valley View & 99
MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)353965406007824101863722107
Future Volume (vph)353965406007824101863722107
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)2.64.04.04.03.14.04.04.0
Lane Util. Factor1.000.951.000.951.001.001.001.00
Frpb, ped/bikes1.001.001.001.000.991.001.001.00
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt1.001.001.001.000.851.000.850.98
Flt Protected0.951.000.951.001.000.991.000.96
Satd. Flow (prot)15993287163031971449171414881630
Flt Permitted0.161.000.511.001.000.991.000.96
Satd. Flow (perm)267328786731971449171414881630
Peak-hour factor, PHF0.950.950.950.950.950.950.900.900.900.900.900.90
Adj. Flow (vph)374175426328234112070824119
RTOR Reduction (vph)010001940019040
Lane Group Flow (vph)37421042632629015108470
Confl. Bikes (#/hr)1
Heavy Vehicles (%)4%1%0%2%4%2%0%1%0%1%0%2%
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
Protected Phases16248844
Permitted Phases62284
Actuated Green, G (s)30.730.721.221.273.52.92.952.3
Effective Green, g (s)32.132.122.622.676.32.92.952.8
Actuated g/C Ratio0.320.320.230.230.760.030.030.53
Clearance Time (s)4.05.45.45.44.54.04.04.5
Vehicle Extension (s)2.52.52.52.52.52.52.52.5
Lane Grp Cap (vph)177105719672311074943862
v/s Ratio Prot0.01c0.13c0.200.31c0.01c0.52
v/s Ratio Perm0.050.050.130.00
v/c Ratio0.210.400.210.870.570.310.010.98
Uniform Delay, d124.926.331.437.24.947.547.123.0
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d20.40.20.411.30.52.60.126.2
Delay (s)25.326.531.848.65.450.047.249.2
Level of ServiceCCCDADDD
Approach Delay (s)26.424.448.449.2
Approach LOSCCDD
Intersection Summary
HCM 2000 Control Delay32.4HCM 2000 Level of ServiceC
HCM 2000 Volume to Capacity ratio0.89
Actuated Cycle Length (s) 99.8Sum of lost time (s)15.1
Intersection Capacity Utilization89.7%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
Grand Terrace - Ashland, Oregon05/24/2019
2034 PM BackgroundPage 7
Lanes, Volumes, TimingsSandow Engineering
9: Main St/Main Street & Maple St
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)1430669011671282131899291
Future Volume (vph)1430669011671282131899291
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)000015016070195
Storage Lanes00001011
Taper Length (ft)252530080
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Ped Bike Factor0.990.990.970.96
Frt0.9570.9260.8500.850
Flt Protected0.9670.9780.9500.950
Satd. Flow (prot)015850015620166217161488166217331473
Flt Permitted0.7820.8920.9500.950
Satd. Flow (perm)012820014250166217161441166217331411
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)82824582
Link Speed (mph)25252535
Link Distance (ft)142528611413346
Travel Time (s)38.97.831.165.2
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Peak Hour Factor0.910.910.910.910.910.910.950.950.950.950.950.95
Heavy Vehicles (%)1%0%0%0%0%0%0%2%0%0%1%1%
Adj. Flow (vph)157073100127113491419104496
Shared Lane Traffic (%)
Lane Group Flow (vph)0230002207113491419104496
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)001212
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 1212211211
Detector Template LeftLeft
Leading Detector (ft)207820787814314378143143
Trailing Detector (ft)020221371372137137
Detector 1 Position(ft)020221371372137137
Detector 1 Size(ft)206206666666
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72727272
Detector 2 Size(ft)6666
Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.0
Grand Terrace - Ashland, Oregon05/24/2019
2034 PM BackgroundPage 8
Lanes, Volumes, TimingsSandow Engineering
9: Main St/Main Street & Maple St
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Detector Phase8888166522
Switch Phase
Minimum Initial (s)5.05.05.05.05.010.010.05.010.010.0
Minimum Split (s)24.024.024.024.022.022.522.513.022.022.0
Total Split (s)24.024.024.024.022.083.083.013.074.074.0
Total Split (%)20.0%20.0%20.0%20.0%18.3%69.2%69.2%10.8%61.7%61.7%
Maximum Green (s)20.020.020.020.018.079.079.09.070.070.0
Yellow Time (s)3.53.53.53.53.53.53.53.53.53.5
All-Red Time (s)0.50.50.50.50.50.50.50.50.50.5
Lost Time Adjust (s)0.00.00.00.00.00.00.00.0
Total Lost Time (s)4.04.04.04.04.04.04.04.0
Lead/LagLeadLagLagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.54.04.02.54.04.0
Minimum Gap (s)2.02.02.02.02.02.72.72.02.72.7
Time Before Reduce (s)8.08.08.08.08.010.010.08.010.010.0
Time To Reduce (s)4.04.04.04.04.013.013.04.013.013.0
Recall ModeNoneNoneNoneNoneNoneMinMinNoneMinMin
Walk Time (s)7.07.07.07.07.07.07.07.0
Flash Dont Walk (s)13.013.013.013.011.011.011.011.0
Pedestrian Calls (#/hr)00000000
Act Effct Green (s)16.916.99.681.581.56.474.474.4
Actuated g/C Ratio0.150.150.090.740.740.060.670.67
v/c Ratio0.870.080.491.070.010.200.900.10
Control Delay60.50.561.164.30.056.929.92.8
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay60.50.561.164.30.056.929.92.8
LOSEAEEAECA
Approach Delay60.50.563.528.1
Approach LOSEAEC
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 110.8
Natural Cycle: 150
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.07
Intersection Signal Delay: 48.3Intersection LOS: D
Intersection Capacity Utilization 99.9%ICU Level of Service F
Analysis Period (min) 15
Splits and Phases: 9: Main St/Main Street & Maple St
Grand Terrace - Ashland, Oregon05/24/2019
2034 PM BackgroundPage 9
HCM Signalized Intersection Capacity AnalysisSandow Engineering
9: Main St/Main Street & Maple St
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)1430669011671282131899291
Future Volume (vph)1430669011671282131899291
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)4.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.001.00
Frpb, ped/bikes0.990.991.001.000.971.001.000.96
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt0.960.931.001.000.851.001.000.85
Flt Protected0.970.980.951.001.000.951.001.00
Satd. Flow (prot)15861563166217161442166217331413
Flt Permitted0.780.890.951.001.000.951.001.00
Satd. Flow (perm)12831426166217161442166217331413
Peak-hour factor, PHF0.910.910.910.910.910.910.950.950.950.950.950.95
Adj. Flow (vph)157073100127113491419104496
RTOR Reduction (vph)070001900040027
Lane Group Flow (vph)016000307113491019104469
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Heavy Vehicles (%)1%0%0%0%0%0%0%2%0%0%1%1%
Turn TypePermNAPermNAProtNAPermProtNAPerm
Protected Phases881652
Permitted Phases8862
Actuated Green, G (s)16.916.98.481.581.52.976.076.0
Effective Green, g (s)16.916.98.481.581.52.976.076.0
Actuated g/C Ratio0.150.150.070.720.720.030.670.67
Clearance Time (s)4.04.04.04.04.04.04.04.0
Vehicle Extension (s)2.52.52.54.04.02.54.04.0
Lane Grp Cap (vph)19121212312341037421162947
v/s Ratio Protc0.04c0.790.010.60
v/s Ratio Permc0.120.000.010.05
v/c Ratio0.840.020.581.090.010.450.900.07
Uniform Delay, d146.941.150.715.94.554.415.56.5
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d225.80.05.355.00.05.59.60.0
Delay (s)72.741.156.070.94.560.025.06.5
Level of ServiceEDEEAECA
Approach Delay (s)72.741.169.524.1
Approach LOSEDEC
Intersection Summary
HCM 2000 Control Delay51.0HCM 2000 Level of ServiceD
HCM 2000 Volume to Capacity ratio1.04
Actuated Cycle Length (s) 113.3Sum of lost time (s)12.0
Intersection Capacity Utilization99.9%ICU Level of ServiceF
Analysis Period (min)15
c Critical Lane Group
Grand Terrace - Ashland, Oregon05/24/2019
2034 PM BackgroundPage 10
Lanes, Volumes, TimingsSandow Engineering
12: Main St & Wimer St.
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)94445213356103179491029
Future Volume (vph)94445213356103179491029
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)000010001000
Storage Lanes00001010
Taper Length (ft)25259090
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8950.8710.9990.995
Flt Protected0.9920.9980.9500.950
Satd. Flow (prot)015510015210166216980166217220
Flt Permitted0.9920.9980.9500.950
Satd. Flow (perm)015510015210166216980166217220
Link Speed (mph)25252525
Link Distance (ft)6453386081141
Travel Time (s)17.69.216.631.1
Peak Hour Factor0.910.910.910.910.910.910.950.950.950.950.950.95
Heavy Vehicles (%)1%0%0%0%0%0%0%3%0%0%1%4%
Adj. Flow (vph)104485214659108579995831
Shared Lane Traffic (%)
Lane Group Flow (vph)0620015305910920999890
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)001212
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Sign ControlStopStopFreeFree
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 85.0%ICU Level of Service E
Analysis Period (min) 15
Grand Terrace - Ashland, Oregon05/24/2019
2034 PM BackgroundPage 11
HCM 2010 TWSCSandow Engineering
12: Main St & Wimer St.
Intersection
Int Delay, s/veh24.9
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Vol, veh/h94445213356103179491029
Future Vol, veh/h94445213356103179491029
Conflicting Peds, #/hr000000000000
Sign Control StopStopStopStopStopStopFreeFreeFreeFreeFreeFree
RT Channelized--None--None--None--None
Storage Length------100--100--
Veh in Median Storage, #-0--0--0--0-
Grade, %-0--0--0--0-
Peak Hour Factor919191919191959595959595
Heavy Vehicles, %100000030014
Mvmt Flow104485214659108579995831
Major/MinorMinor2Minor1Major1Major2
Conflicting Flow All2453238297424052394108998900109200
Stage 111721172-12071207-------
Stage 212811210-11981187-------
Critical Hdwy7.116.56.27.16.56.24.1--4.1--
Critical Hdwy Stg 16.115.5-6.15.5-------
Critical Hdwy Stg 26.115.5-6.15.5-------
Follow-up Hdwy3.50943.33.543.32.2--2.2--
Pot Cap-1 Maneuver21353082334264707--647--
Stage 1235269-226259-------
Stage 2204258-229264-------
Platoon blocked, %----
Mov Cap-1 Maneuver~ 7273081426264707--647--
Mov Cap-2 Maneuver~ 727-1426-------
Stage 1215228-207238-------
Stage 283237-160224-------
ApproachEBWBNBSB
HCM Control Delay, s$ 597.1142.70.51.1
HCM LOSFF
Minor Lane/Major MvmtNBLNBTNBREBLn1WBLn1SBLSBTSBR
Capacity (veh/h)707--36149647--
HCM Lane V/C Ratio0.083--1.741.0330.153--
HCM Control Delay (s)10.6--$ 597.1142.711.6--
HCM Lane LOSB--FFB--
HCM 95th %tile Q(veh)0.3--6.87.90.5--
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Grand Terrace - Ashland, Oregon05/24/2019
2034 PM BackgroundPage 12
Lanes, Volumes, TimingsSandow Engineering
3: Main Street & Jackson Road
Lane GroupNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Volume (vph)142515106715
Future Volume (vph)142515106715
Ideal Flow (vphpl)175017501750175017501750
Storage Length (ft)1755000
Storage Lanes1110
Taper Length (ft)5025
Lane Util. Factor1.001.001.001.001.001.00
Frt0.8500.884
Flt Protected0.9500.993
Satd. Flow (prot)171614881662173315360
Flt Permitted0.9500.993
Satd. Flow (perm)171614881662173315360
Link Speed (mph)354530
Link Distance (ft)3335408349
Travel Time (s)65.06.27.9
Peak Hour Factor0.950.950.950.950.900.90
Heavy Vehicles (%)2%0%0%1%0%0%
Adj. Flow (vph)150015112316
Shared Lane Traffic (%)
Lane Group Flow (vph)150015112370
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftLeftLeftRight
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn Lane
Headway Factor1.111.111.111.111.111.11
Sign ControlFreeFreeStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 91.4%ICU Level of Service F
Analysis Period (min) 15
Grand Terrace- Ashland, Oregon05/24/2019
2034 PM BuildPage 1
HCM 2010 TWSCSandow Engineering
3: Main Street & Jackson Road
Intersection
Int Delay, s/veh0.2
MovementNBTNBRSBLSBTSWLSWR
Lane Configurations
Traffic Vol, veh/h142515106715
Future Vol, veh/h142515106715
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length-17550-0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor959595959090
Heavy Vehicles, %200100
Mvmt Flow150015112316
Major/MinorMajor1Major2Minor1
Conflicting Flow All001501026331500
Stage 1----1500-
Stage 2----1133-
Critical Hdwy--4.1-6.46.2
Critical Hdwy Stg 1----5.4-
Critical Hdwy Stg 2----5.4-
Follow-up Hdwy--2.2-3.53.3
Pot Cap-1 Maneuver--452-26152
Stage 1----206-
Stage 2----310-
Platoon blocked, %---
Mov Cap-1 Maneuver--452-26152
Mov Cap-2 Maneuver----26-
Stage 1----206-
Stage 2----307-
ApproachNBSBSW
HCM Control Delay, s00.151.5
HCM LOSF
Minor Lane/Major MvmtNBTNBRSBLSBTSWLn1
Capacity (veh/h)--452-84
HCM Lane V/C Ratio--0.012-0.079
HCM Control Delay (s)--13.1-51.5
HCM Lane LOS--B-F
HCM 95th %tile Q(veh)--0-0.3
Grand Terrace- Ashland, Oregon05/24/2019
2034 PM BuildPage 2
Lanes, Volumes, TimingsSandow Engineering
4: 99 & Jackson Rd.
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)181071410139621230519233
Future Volume (vph)181071410139621230519233
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)1000100000025
Storage Lanes10100000
Taper Length (ft)25252525
Lane Util. Factor1.000.950.951.000.950.951.001.001.001.001.001.00
Ped Bike Factor
Frt0.9990.9980.9770.917
Flt Protected0.9500.9500.9600.983
Satd. Flow (prot)166232890166232540016410015770
Flt Permitted0.9500.9500.9600.983
Satd. Flow (perm)166232890166232540016410015770
Link Speed (mph)45453030
Link Distance (ft)11521081179224
Travel Time (s)17.516.44.15.1
Confl. Bikes (#/hr)4
Peak Hour Factor0.950.950.950.950.950.950.950.950.950.950.950.95
Heavy Vehicles (%)0%1%0%0%2%0%0%0%0%0%1%0%
Adj. Flow (vph)191127411146922240520235
Shared Lane Traffic (%)
Lane Group Flow (vph)1911310111491002900570
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNo1 vehNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Sign ControlFreeFreeStopStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 52.9%ICU Level of Service A
Analysis Period (min) 15
Grand Terrace- Ashland, Oregon05/24/2019
2034 PM BuildPage 3
HCM 2010 TWSCSandow Engineering
4: 99 & Jackson Rd.
Intersection
Int Delay, s/veh6.6
MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Vol, veh/h181071410139621230519233
Future Vol, veh/h181071410139621230519233
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--None--None
Storage Length100--100--------
Veh in Median Storage, #-0--0--0--0-
Grade, %-0--0--0--0-
Peak Hour Factor959595959595959595959595
Heavy Vehicles, %010020000010
Mvmt Flow191127411146922240520235
Major/MinorMajor1Major2Minor1Minor2
Conflicting Flow All1491001131001925268056621042671746
Stage 1------11671167-15021502-
Stage 2------7581513-6021169-
Critical Hdwy4.1--4.1--7.56.56.97.56.526.9
Critical Hdwy Stg 1------6.55.5-6.55.52-
Critical Hdwy Stg 2------6.55.5-6.55.52-
Follow-up Hdwy2.2--2.2--3.543.33.54.013.3
Pot Cap-1 Maneuver456--625--41224733022360
Stage 1------209270-130185-
Stage 2------370184-458267-
Platoon blocked, %----
Mov Cap-1 Maneuver456--625--33214732821360
Mov Cap-2 Maneuver------3321-2821-
Stage 1------200259-125182-
Stage 2------325181-434256-
ApproachSENWNESW
HCM Control Delay, s0.20.1218.4200.2
HCM LOSFF
Minor Lane/Major MvmtNELn1NWLNWTNWRSELSETSERSWLn1
Capacity (veh/h)40625--456--62
HCM Lane V/C Ratio0.7370.017--0.042--0.917
HCM Control Delay (s)218.410.9--13.2--200.2
HCM Lane LOSFB--B--F
HCM 95th %tile Q(veh)2.70.1--0.1--4.3
Grand Terrace- Ashland, Oregon05/24/2019
2034 PM BuildPage 4
Lanes, Volumes, TimingsSandow Engineering
7: S Jackson/Valley View & 99
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)354175406297834101865822107
Future Volume (vph)354175406297834101865822107
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)2250475100065065
Storage Lanes10110100
Taper Length (ft)300252525
Lane Util. Factor1.000.950.951.000.951.001.001.001.001.001.001.00
Ped Bike Factor0.98
Frt0.9980.8500.8500.981
Flt Protected0.9500.9500.9870.960
Satd. Flow (prot)159932860163031971458017151488016300
Flt Permitted0.1530.4950.9870.960
Satd. Flow (perm)2573286084931971428017151488016300
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)1824999
Link Speed (mph)45453035
Link Distance (ft)9291152271868
Travel Time (s)14.117.56.216.9
Confl. Bikes (#/hr)1
Peak Hour Factor0.950.950.950.950.950.950.900.900.900.950.900.90
Heavy Vehicles (%)4%1%0%2%4%2%0%1%0%1%0%2%
Adj. Flow (vph)374395426628244112069324119
Shared Lane Traffic (%)
Lane Group Flow (vph)374440426628240152008360
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)121200
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 2222112112
Detector Template LeftLeft
Leading Detector (ft)783237832314320781432078
Trailing Detector (ft)215721571370213702
Detector 1 Position(ft)215721571370213702
Detector 1 Size(ft)666662066206
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72317723177272
Detector 2 Size(ft)666666
Detector 2 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.00.00.0
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
Grand Terrace- Ashland, Oregon05/24/2019
2034 PM BuildPage 5
Lanes, Volumes, TimingsSandow Engineering
7: S Jackson/Valley View & 99
Lane GroupSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Protected Phases16248844
Permitted Phases62284
Detector Phase1622488844
Switch Phase
Minimum Initial (s)10.010.010.010.05.05.05.05.05.05.0
Minimum Split (s)14.027.425.025.026.523.723.723.726.526.5
Total Split (s)14.041.327.327.355.023.723.723.755.055.0
Total Split (%)11.7%34.4%22.8%22.8%45.8%19.8%19.8%19.8%45.8%45.8%
Maximum Green (s)10.035.921.921.950.519.719.719.750.550.5
Yellow Time (s)3.54.74.74.74.03.53.53.54.04.0
All-Red Time (s)0.50.70.70.70.50.50.50.50.50.5
Lost Time Adjust (s)-1.4-1.4-1.4-1.4-1.40.00.0-0.5
Total Lost Time (s)2.64.04.04.03.14.04.04.0
Lead/LagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.52.52.52.52.52.5
Minimum Gap (s)2.02.02.02.02.02.02.02.02.02.0
Time Before Reduce (s)8.08.08.08.08.08.08.08.08.08.0
Time To Reduce (s)4.04.04.04.04.04.04.04.04.04.0
Recall ModeNoneMinMinMinNoneNoneNoneNoneNoneNone
Walk Time (s)7.07.07.07.07.07.0
Flash Dont Walk (s)15.011.011.015.015.015.0
Pedestrian Calls (#/hr)000000
Act Effct Green (s)32.731.323.723.777.35.25.251.8
Actuated g/C Ratio0.340.330.250.250.800.050.050.54
v/c Ratio0.150.420.200.840.620.160.110.95
Control Delay23.226.636.047.82.651.91.345.4
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay23.226.636.047.82.651.91.345.4
LOSCCDDADAD
Approach Delay26.423.123.045.4
Approach LOSCCCD
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 96.3
Natural Cycle: 150
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 30.1Intersection LOS: C
Intersection Capacity Utilization 91.8%ICU Level of Service F
Analysis Period (min) 15
Splits and Phases: 7: S Jackson/Valley View & 99
Grand Terrace- Ashland, Oregon05/24/2019
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HCM Signalized Intersection Capacity AnalysisSandow Engineering
7: S Jackson/Valley View & 99
MovementSELSETSERNWLNWTNWRNELNETNERSWLSWTSWR
Lane Configurations
Traffic Volume (vph)354175406297834101865822107
Future Volume (vph)354175406297834101865822107
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)2.64.04.04.03.14.04.04.0
Lane Util. Factor1.000.951.000.951.001.001.001.00
Frpb, ped/bikes1.001.001.001.000.991.001.001.00
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt1.001.001.001.000.851.000.850.98
Flt Protected0.951.000.951.001.000.991.000.96
Satd. Flow (prot)15993287163031971449171414881630
Flt Permitted0.151.000.491.001.000.991.000.96
Satd. Flow (perm)257328784931971449171414881630
Peak-hour factor, PHF0.950.950.950.950.950.950.900.900.900.950.900.90
Adj. Flow (vph)374395426628244112069324119
RTOR Reduction (vph)010001940019040
Lane Group Flow (vph)37443042662630015108320
Confl. Bikes (#/hr)1
Heavy Vehicles (%)4%1%0%2%4%2%0%1%0%1%0%2%
Turn Typepm+ptNAPermNApm+ovSplitNAPermSplitNA
Protected Phases16248844
Permitted Phases62284
Actuated Green, G (s)31.731.722.222.273.52.92.951.3
Effective Green, g (s)33.133.123.623.676.32.92.951.8
Actuated g/C Ratio0.330.330.240.240.760.030.030.52
Clearance Time (s)4.05.45.45.44.54.04.04.5
Vehicle Extension (s)2.52.52.52.52.52.52.52.5
Lane Grp Cap (vph)178109020075611074943846
v/s Ratio Prot0.01c0.13c0.210.30c0.01c0.51
v/s Ratio Perm0.050.050.130.00
v/c Ratio0.210.410.210.880.570.310.010.98
Uniform Delay, d124.325.830.636.74.947.547.123.6
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d20.40.20.411.00.52.60.126.6
Delay (s)24.725.931.047.75.450.047.250.2
Level of ServiceCCCDADDD
Approach Delay (s)25.924.548.450.2
Approach LOSCCDD
Intersection Summary
HCM 2000 Control Delay32.4HCM 2000 Level of ServiceC
HCM 2000 Volume to Capacity ratio0.89
Actuated Cycle Length (s) 99.8Sum of lost time (s)15.1
Intersection Capacity Utilization91.8%ICU Level of ServiceF
Analysis Period (min)15
c Critical Lane Group
Grand Terrace- Ashland, Oregon05/24/2019
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Lanes, Volumes, TimingsSandow Engineering
9: Main St/Main Street & Maple St
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)15306690126713051318100794
Future Volume (vph)15306690126713051318100794
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Storage Length (ft)000015016070195
Storage Lanes00001011
Taper Length (ft)252530080
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Ped Bike Factor0.990.980.970.96
Frt0.9590.9200.8500.850
Flt Protected0.9660.9800.9500.950
Satd. Flow (prot)015870015540166217161488166217331473
Flt Permitted0.7780.9080.1150.950
Satd. Flow (perm)01279001440020117161441166217331411
Right Turn on RedYesYesYesYes
Satd. Flow (RTOR)82824582
Link Speed (mph)25252535
Link Distance (ft)142528611493335
Travel Time (s)38.97.831.365.0
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Peak Hour Factor0.950.950.950.950.950.950.950.950.950.950.950.95
Heavy Vehicles (%)1%0%0%0%0%0%0%2%0%0%1%1%
Adj. Flow (vph)16106990137113741419106099
Shared Lane Traffic (%)
Lane Group Flow (vph)0230002207113741419106099
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)001212
Link Offset(ft)0000
Crosswalk Width(ft)12121212
Two way Left Turn LaneYes
Headway Factor1.111.111.111.111.111.111.111.111.111.111.111.11
Number of Detectors 1212211211
Detector Template LeftLeft
Leading Detector (ft)207820787814314378143143
Trailing Detector (ft)020221371372137137
Detector 1 Position(ft)020221371372137137
Detector 1 Size(ft)206206666666
Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex
Detector 1 Channel
Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.0
Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.0
Detector 2 Position(ft)72727272
Detector 2 Size(ft)6666
Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.00.00.00.0
Grand Terrace- Ashland, Oregon05/24/2019
2034 PM BuildPage 8
Lanes, Volumes, TimingsSandow Engineering
9: Main St/Main Street & Maple St
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Turn TypePermNAPermNApm+ptNAPermProtNAPerm
Protected Phases881652
Permitted Phases88662
Detector Phase8888166522
Switch Phase
Minimum Initial (s)5.05.05.05.05.010.010.05.010.010.0
Minimum Split (s)24.024.024.024.022.022.522.513.022.022.0
Total Split (s)24.024.024.024.022.083.083.013.074.074.0
Total Split (%)20.0%20.0%20.0%20.0%18.3%69.2%69.2%10.8%61.7%61.7%
Maximum Green (s)20.020.020.020.018.079.079.09.070.070.0
Yellow Time (s)3.53.53.53.53.53.53.53.53.53.5
All-Red Time (s)0.50.50.50.50.50.50.50.50.50.5
Lost Time Adjust (s)0.00.00.00.00.00.00.00.0
Total Lost Time (s)4.04.04.04.04.04.04.04.0
Lead/LagLeadLagLagLeadLagLag
Lead-Lag Optimize?
Vehicle Extension (s)2.52.52.52.52.54.04.02.54.04.0
Minimum Gap (s)2.02.02.02.02.02.72.72.02.72.7
Time Before Reduce (s)8.08.08.08.08.010.010.08.010.010.0
Time To Reduce (s)4.04.04.04.04.013.013.04.013.013.0
Recall ModeNoneNoneNoneNoneNoneMinMinNoneMinMin
Walk Time (s)7.07.07.07.07.07.07.07.0
Flash Dont Walk (s)13.013.013.013.011.011.011.011.0
Pedestrian Calls (#/hr)00000000
Act Effct Green (s)16.816.883.580.480.46.476.076.0
Actuated g/C Ratio0.150.150.760.730.730.060.690.69
v/c Ratio0.870.080.291.090.010.200.880.10
Control Delay59.60.56.672.80.056.526.12.5
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay59.60.56.672.80.056.526.12.5
LOSEAAEAECA
Approach Delay59.60.568.924.6
Approach LOSEAEC
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 109.6
Natural Cycle: 150
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 49.6Intersection LOS: D
Intersection Capacity Utilization 101.8%ICU Level of Service G
Analysis Period (min) 15
Splits and Phases: 9: Main St/Main Street & Maple St
Grand Terrace- Ashland, Oregon05/24/2019
2034 PM BuildPage 9
HCM Signalized Intersection Capacity AnalysisSandow Engineering
9: Main St/Main Street & Maple St
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)15306690126713051318100794
Future Volume (vph)15306690126713051318100794
Ideal Flow (vphpl)175017501750175017501750175017501750175017501750
Total Lost time (s)4.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.001.00
Frpb, ped/bikes0.990.981.001.000.971.001.000.96
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt0.960.921.001.000.851.001.000.85
Flt Protected0.970.980.951.001.000.951.001.00
Satd. Flow (prot)15891554166217161442166217331413
Flt Permitted0.780.910.111.001.000.951.001.00
Satd. Flow (perm)1280144020117161442166217331413
Peak-hour factor, PHF0.950.950.950.950.950.950.950.950.950.950.950.95
Adj. Flow (vph)16106990137113741419106099
RTOR Reduction (vph)070001900040025
Lane Group Flow (vph)016000307113741019106074
Confl. Peds. (#/hr)9236
Confl. Bikes (#/hr)34
Heavy Vehicles (%)1%0%0%0%0%0%0%2%0%0%1%1%
Turn TypePermNAPermNApm+ptNAPermProtNAPerm
Protected Phases881652
Permitted Phases88662
Actuated Green, G (s)16.816.886.080.480.42.977.777.7
Effective Green, g (s)16.816.886.080.480.42.977.777.7
Actuated g/C Ratio0.150.150.770.720.720.030.690.69
Clearance Time (s)4.04.04.04.04.04.04.04.0
Vehicle Extension (s)2.52.52.54.04.02.54.04.0
Lane Grp Cap (vph)19121522712301034421201979
v/s Ratio Protc0.02c0.800.010.61
v/s Ratio Permc0.130.000.220.010.05
v/c Ratio0.840.020.311.120.010.450.880.08
Uniform Delay, d146.340.615.115.84.553.813.65.6
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d225.90.00.664.20.05.58.10.0
Delay (s)72.240.615.780.04.559.421.75.6
Level of ServiceEDBFAECA
Approach Delay (s)72.240.676.121.0
Approach LOSEDEC
Intersection Summary
HCM 2000 Control Delay53.1HCM 2000 Level of ServiceD
HCM 2000 Volume to Capacity ratio1.05
Actuated Cycle Length (s) 112.1Sum of lost time (s)12.0
Intersection Capacity Utilization101.8%ICU Level of ServiceG
Analysis Period (min)15
c Critical Lane Group
Grand Terrace- Ashland, Oregon05/24/2019
2034 PM BuildPage 10
Lanes, Volumes, TimingsSandow Engineering
26: 99 & South Project Access
Lane GroupEBLEBRSETSERNWLNWT
Lane Configurations
Traffic Volume (vph)1816105654291401
Future Volume (vph)1816105654291401
Ideal Flow (vphpl)175017501750175017501750
Storage Length (ft)7500125
Storage Lanes1100
Taper Length (ft)2550
Lane Util. Factor1.001.001.001.000.950.95
Frt0.8500.993
Flt Protected0.9500.999
Satd. Flow (prot)164614731721003289
Flt Permitted0.9500.999
Satd. Flow (perm)164614731721003289
Link Speed (mph)302545
Link Distance (ft)194599512
Travel Time (s)4.416.37.8
Peak Hour Factor0.850.850.950.950.950.95
Adj. Flow (vph)2119111257311475
Shared Lane Traffic (%)
Lane Group Flow (vph)21191169001506
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftRightLeftLeft
Median Width(ft)1200
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn Lane
Headway Factor1.111.111.111.111.111.11
Sign ControlStopFreeFree
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 74.5%ICU Level of Service D
Analysis Period (min) 15
Grand Terrace- Ashland, Oregon05/24/2019
2034 PM BuildPage 11
HCM 2010 TWSCSandow Engineering
26: 99 & South Project Access
Intersection
Int Delay, s/veh2.2
MovementEBLEBRSETSERNWLNWT
Lane Configurations
Traffic Vol, veh/h1816105654291401
Future Vol, veh/h1816105654291401
Conflicting Peds, #/hr000000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length750----
Veh in Median Storage, #0-0--0
Grade, %0-0--0
Peak Hour Factor858595959595
Heavy Vehicles, %111111
Mvmt Flow2119111257311475
Major/MinorMinor1Major1Major2
Conflicting Flow All194111410011690
Stage 11141-----
Stage 2800-----
Critical Hdwy6.6156.215--4.115-
Critical Hdwy Stg 15.415-----
Critical Hdwy Stg 25.815-----
Follow-up Hdwy3.50953.3095--2.2095-
Pot Cap-1 Maneuver65245--600-
Stage 1306-----
Stage 2406-----
Platoon blocked, %---
Mov Cap-1 Maneuver46245--600-
Mov Cap-2 Maneuver46-----
Stage 1306-----
Stage 2290-----
ApproachEBSENW
HCM Control Delay, s82.801.8
HCM LOSF
Minor Lane/Major MvmtNWLNWTEBLn1EBLn2SETSER
Capacity (veh/h)600-46245--
HCM Lane V/C Ratio0.051-0.460.077--
HCM Control Delay (s)11.31.6137.820.9--
HCM Lane LOSBAFC--
HCM 95th %tile Q(veh)0.2-1.70.2--
Grand Terrace- Ashland, Oregon05/24/2019
2034 PM BuildPage 12
Lanes, Volumes, TimingsSandow Engineering
29: North Access & 99
Lane GroupSETSERNWLNWTNELNER
Lane Configurations
Traffic Volume (vph)10752051414124
Future Volume (vph)10752051414124
Ideal Flow (vphpl)175017501750175017501750
Lane Util. Factor0.950.950.950.951.001.00
Frt0.9970.964
Flt Protected0.964
Satd. Flow (prot)328200329216100
Flt Permitted0.964
Satd. Flow (perm)328200329216100
Link Speed (mph)254530
Link Distance (ft)1081405441
Travel Time (s)29.56.110.0
Peak Hour Factor0.950.950.950.950.850.85
Adj. Flow (vph)11322151488145
Shared Lane Traffic (%)
Lane Group Flow (vph)1153001493190
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftLeftLeftRight
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)121212
Two way Left Turn LaneYesYes
Headway Factor1.111.111.111.111.111.11
Sign ControlFreeFreeStop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 56.2%ICU Level of Service B
Analysis Period (min) 15
Grand Terrace- Ashland, Oregon05/24/2019
2034 PM BuildPage 13
HCM 2010 TWSCSandow Engineering
29: North Access & 99
Intersection
Int Delay, s/veh0.3
MovementSETSERNWLNWTNELNER
Lane Configurations
Traffic Vol, veh/h10752051414124
Future Vol, veh/h10752051414124
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor959595958585
Heavy Vehicles, %111111
Mvmt Flow11322151488145
Major/MinorMajor1Major2Minor1
Conflicting Flow All00115301897577
Stage 1----1143-
Stage 2----754-
Critical Hdwy--4.12-6.826.92
Critical Hdwy Stg 1----5.82-
Critical Hdwy Stg 2----5.82-
Follow-up Hdwy--2.21-3.513.31
Pot Cap-1 Maneuver--607-62462
Stage 1----268-
Stage 2----428-
Platoon blocked, %---
Mov Cap-1 Maneuver--607-59462
Mov Cap-2 Maneuver----173-
Stage 1----268-
Stage 2----407-
ApproachSENWNE
HCM Control Delay, s00.324.3
HCM LOSC
Minor Lane/Major MvmtNELn1NWLNWTSETSER
Capacity (veh/h)205607---
HCM Lane V/C Ratio0.0920.009---
HCM Control Delay (s)24.3110.3--
HCM Lane LOSCBA--
HCM 95th %tile Q(veh)0.30---
Grand Terrace- Ashland, Oregon05/24/2019
2034 PM BuildPage 14
SANDOW
ENGINEERING
SANDOW
ENGINEERING
SANDOW
ENGINEERING
160 Madison Street, Suite A
Eugene, Oregon 97402
541.513.3376
sandowengineering.com
ROGUE PLANNING & DEVELOPMENT SERVICES, LLC
ROGUE PLANNING & DEVELOPMENT SERVICES, LLC
Quercus garryanaPinus ponderosa
Arbutus menziesii
Rubus armeniacusRubus ursinus
Bromus
Schedonorus arundinaceusDactylis glomerata
Poa bulbosa
Conium maculatum
Populus balsamiferatrichocarpa
Hordeum murinum
Phleum pretense
Arrhenatherum elatiusCentaurea solstitialis
Leucanthemum vulgareDipsacus fullonum
Juncus effusus
Corps of Engineers Wetland Delineation Manual,
Wetlands Research Program Technical Report Y 87 1Regional
Supplement to the Corps of Engineers Wetland Delineation Manual: Arid West Region.
Crataegus monogyna
Holcus lanatusAgrostis capillaris
Lotus corniculatus
Alnus rubraCornus alba
Physocarpus capitatus
(Symphoricarpos albus
Claytonia sibirica
Guidebook for Hydrogeomorphic (HGM)-based Assessment of
Oregon Wetland and Riparian Sites. Statewide Classification and Profiles
State of Oregon 2016 Plant
List. The National Wetland Plant List2016 Wetland Ratings.
Munsell Soil Color Charts
http://www.nrcs.usda.gov/wps/portal/nrcs/main/national/technical/fotg/
Chapter 196 —
Columbia River Gorge; Ocean Resource Planning; Wetlands; Removal and Fill
and Removal and Filling in Scenic
Waterways
http://www.ormap.org/
City of Ashland, Local Wetlands Inventory and Assessment and Riparian
Inventory
Corps of Engineers Wetland
Delineation Manual. Technical Report Y-87-1
Regional Supplement to the
Corps of Engineers Wetland Delineation Manual: Arid West Region (Version 2.0).
7.5-minute topographic map, Ashland, Oregon quadrangle
Wetlands Mapper, V2
NRCS Web Soil Survey
FIGURE
1
General Location and Topography Grand Terrace II - Ashland, Oregon United States Geological Survey (USGS), Ashland, Oregon-Jackson Co., 7.5 Quadrangle, 2017 (viewer/nationalmap.gov/basic)
9450 SW Commerce Circle, Suite 180
Pacific Habitat Services, Inc.
Study Area
Wilsonville, OR 97070
9/22/2017
#6326
FIGURE
2
Tax Lot Map Grand Terrace II - Ashland, Oregon The Oregon Map (ormap.net)
Study Area
9450 SW Commerce Circle, Suite 180
Pacific Habitat Services, Inc.
Wilsonville, OR 97070
9/22/2017
#6326
FIGURE
3A
Local Wetland Inventory Map Grand Terrace II - Ashland, Oregon
SWCA Environmental Consultants, 2007
Study Area
9450 SW Commerce Circle, Suite 180
Pacific Habitat Services, Inc.
Wilsonville, OR 97070
6/15/2018
#6326
FIGURE
3B
Local Wetland Inventory Map Grand Terrace II - Ashland, Oregon
SWCA Environmental Consultants, 2007
Study Area
9450 SW Commerce Circle, Suite 180
Pacific Habitat Services, Inc.
Wilsonville, OR 97070
6/15/2018
#6326
109E - Manita-Vannoy complex, 20-40% slopes
165E - Shefflein loam, 20-35% north slopes FIGURE
43D - Darow silty clay loam, 5-20% slopes
4
108F - Manita loam, 35-50% slopes
Soils Grand Terrace II - Ashland, Oregon
Natural Resources Conservation Services, Web Soil Survey, 2017
(websoilsurvey.sc.egov.usda.gov)
Soils Legend
Study Area
9450 SW Commerce Circle, Suite 180
Pacific Habitat Services, Inc.
Wilsonville, OR 97070
9/22/2017
#6326
FIGURE
5
Aerial Photo Grand Terrace II - Ashland, Oregon GoogleEarth, 2017
Study Area
9450 SW Commerce Circle, Suite 180
Pacific Habitat Services, Inc.
Wilsonville, OR 97070
9/22/2017
#6326
Quercus garryana
Physocarpus capitatus
Cornus alba
Rubus ursinus
Unidentified grass
Claytonia sibirica
Alnus rubra
Quercus garryana
Pinus ponderosa
Physocarpus capitatus
Rubus armeniacus
Alnus rubra
Symphoricarpos albus
Claytonia sibirica
Unidentified grass
Unidentified grass
Agrostis capillaris
Holcus lanatus
Hordeum murinum
Dipsacus fullonum
Hordeum murinum
Centaurea solstitialis
Unidentified grass
Holcus lanatus
Leucanthemum vulgare
Dipsacus fullonum
Rumex crispus
Holcus lanatus
Dipsacus fullonum
Lotus corniculatus
Alopecurus pratensis
Epilobium ciliatum
Agrostis capillaris
Rumex crispus
Hordeum murinum
Centaurea solstitialis
Schedonorus arundinaceus
Alopecurus pratensis
Dipsacus fullonum
Geranium lucidium
Poa bulbosa
Rumex crispus
Hordeum murinum
Poa bulbosa
Lactuca serriola
Dipsacus fullonum
Cardaria draba
Rubus armeniacus
Brassica nigra
Conium maculatum
Dipsacus fullonum
Cirsium vulgare
Rumex crispus
Rubus armeniacus
Conium maculatum
Quercus garryana
Arbutus menziesii
Rubus armeniacus
Schedonorus arundinaceus
Conium maculatum
Claytonia siberica
Populus balsamifera
Populus balsamifera
Quercus garryana
Rubus armeniacus
Crataegus monogyna
Pinus ponderosa
Quercus garryana
Unidentified grass
Claytonia siberica
Vicia sp.
Quercus garryana
Crataegus monogyna
Rubus armeniacus
Brassica nigra
Poa sp.
Conium maculatum
Photo A:
Looking south at Wetland A and
Sample Point 11.
Photo taken on 12/4/2017
Photo B:
Looking south at Tributary 1, which
enters the site via a culvert.
Photo taken on 12/4/2017
Culvert
Project #6326
Photo documentation
12/8/2017
Grand Terrace II Residential Development
Pacific Habitat Services, Inc.
Ashland, Oregon
9450 SW Commerce Circle, Suite 180
Wilsonville, OR 97070
Photo C:
Looking southeast at Tributary 1 and
Sample Point 1.
Photo taken on 12/4/2017
Photo D:
Looking east at Sample Point 13,
which characterizes the upland
habitat of the western portion of the
study area. The vegetation
community is dominated by Oregon
white oak (Quercus garryana, FACU)
with occasional ponderosa pine
(Pinus ponderosa, FACU) and
madrone (Arbutus menziesii, UPL)
on moderate to steep slopes.
Photo taken on 12/5/2017
Project #6326
Photo documentation
12/8/2017
Grand Terrace II Residential Development
Pacific Habitat Services, Inc.
Ashland, Oregon
9450 SW Commerce Circle, Suite 180
Wilsonville, OR 97070
Photo E:
Looking northeast at an
abandoned former stock pond and
Sample Point 9. The excavated
basin is dominated by Himalayan
blackberry (Rubus armeniacus,
FAC) and poison hemlock
Sample Point 9
(Conium maculatum, FAC).
Photo taken on 12/5/2017
Photo F:
Looking east at Wetland B and
Sample Points 3 (wetland) and 4
(upland). The wetland is dominated
by soft rush (Juncus effusus, FACW)
and the adjacent upland is
dominated by foxtail barley
(Hordeum murinum, FACU) .
Photo taken on 12/5/2017
Sample Point 3
Sample Point 4
Project #6326
Photo documentation
12/8/2017
Grand Terrace II Residential Development
Pacific Habitat Services, Inc.
Ashland, Oregon
9450 SW Commerce Circle, Suite 180
Wilsonville, OR 97070
Photo G:
Looking south at the northern
boundary of Wetland B.
Hydrophytic vegetation at the
wetland boundary in this location
includes teasel (Dipsacus fallonum,
FAC) and fringed willowherb
(Epilobium ciliatum, FACW).
Adjacent upland vegetation
includes foxtail barley and yellow
star thistle (Centaurea solstitialis,
UPL).
Photo taken on 12/5/2017
Photo H:
Looking northwest at the eastern
portion of the study area. The upland
vegetation community is dominated
by foxtail barley, yellow star thistle
and ox-eye daisy (Leucanthemum
vulgare, FACU).
Photo taken on 12/5/2017
Project #6326
Photo documentation
12/8/2017
Grand Terrace II Residential Development
Pacific Habitat Services, Inc.
Ashland, Oregon
9450 SW Commerce Circle, Suite 180
Wilsonville, OR 97070
Photo I:
Looking west at Sample Point 7.
This area meets the requirements
for hydric soil (redox dark surface).
Wetland vegetation and hydrology
indicators, however, were not
present. The vegetation community
was dominated by foxtail barley.
Photo taken on 12/5/2017
Photo J:
Looking north at Sample Point
8, which was investigated due to
the presence of poison hemlock.
This area meets the
requirements for hydric soil
(redox dark surface). Wetland
vegetation and hydrology
indicators, however, were not
present. The vegetation
Sample Point 8
community was dominated by
black mustard (Brassica nigra,
UPL) and Himalayan blackberry.
Photo taken on 12/5/2017
Project #6326
Photo documentation
12/8/2017
Grand Terrace II Residential Development
Pacific Habitat Services, Inc.
Ashland, Oregon
9450 SW Commerce Circle, Suite 180
Wilsonville, OR 97070
Corps of Engineers
Wetlands Delineation Manual, Technical Report Y-87-1
Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Arid West
Supplement (Version 2.0) ,
National List of Plant Species that Occur in
Wetlands