Salinas Airport Addendum_2024 02 14_Final.pdf — Salinas City Council, March 19, 2024

Revised Salinas Airport
Development Lease Project
Addendum to the Initial Study – Mitigated Negative Declaration SCH# 2019109058
prepared by
City of Salinas
Community Development Department
65 West Alisal Street
Salinas, California 93901
Contact: Thomas Wiles, Senior Planner
prepared with the assistance of
Rincon Consultants
80 Garden Court, Suite 240
Monterey, California 93940
February 2024

Table of Contents

Addendum to the Initial Study – Mitigated Negative Declaration i Table of Contents
1 Introduction .................................................................................................................................... 1

1.1 Background and Purpose of the IS-MND Addendum ......................................................... 1

1.2 Basis for the Addendum ...................................................................................................... 3 2 Project Description ......................................................................................................................... 5

2.1 Modified Project Site .......................................................................................................... 5

2.2 Summary of the Original Project ......................................................................................... 5

2.3 Description of the Modified Project ................................................................................... 5 3 Impact Analysis ............................................................................................................................... 9 4 Conclusion..................................................................................................................................... 18 5 References and Preparers............................................................................................................. 19 Figures
Figure 1 Regional Location ................................................................................................................ 6 Figure 2 Project Location .................................................................................................................. 7 Appendices
Appendix A Local Transportation Analysis
City of Salinas
Revised Salinas Airport Development Lease Project

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Introduction

Addendum to the Initial Study – Mitigated Negative Declaration 1 1 Introduction
This addendum was prepared in accordance with the California Environmental Quality Act (CEQA) and the CEQA Guidelines. This document has been prepared to serve as an addendum to the previously approved Initial Study -Mitigated Negative Declaration (IS -MND) (State Clearinghouse [SCH] #2019109058) for the Salinas Airport Development Lease Project (original project). The City of Salinas (City) was the lead agency for the adopted IS-MND and is the lead agency for the environmental review in this addendum.

In accordance with Section 15164 of the CEQA Guidelines, a Lead Agency shall prepare an Addendum to an EIR or negative declaration if some changes or additions are necessary that will not have significant new impacts or substantially increase previously identified significant impacts. Specifically, the CEQA Guidelines state:
▪ The lead agency or responsible agency shall prepare an addendum to a previously certified EIR if some changes or additions are necessary but none of the conditions described in Section 15162 calling for preparation of a subsequent EIR have occurred (Section 15164[a]); ▪ An addendum need not be circulated for public review but can be included in or attached to the final EIR or adopted negative declaration (Section 15164[c]); ▪ The decision-making body shall consider the addendum with the final EIR or adopted negative declaration prior to making a decision on the project (Section 15164[d]); and ▪ A brief explanation of the decision not to prepare a subsequent EIR pursuant to Section 15162 should be included in an addendum to an EIR, the lead agency's findings on the project, or elsewhere in the record. The explanation must be supported by substantial evidence (Section 15164[e]).

This Addendum has been prepared in accordance with relevant provisions of the California Environmental Quality Act (CEQA) of 1970 (as amended) and the CEQA Guidelines.

This Addendum confirms or updates information about conditions on the project site and compares resulting impacts to those identified in the adopted IS -MND. The analysis demonstrates that the environmental impacts of the modified project are within the scope of the impacts as identified in the adopted IS-MND.

1.1 Background and Purpose of the IS-MND
Addendum
The IS -MND for the original project (SCH # 2019109058) was adopted by the City of Salinas in November 2019. The adopted IS -MND is further supported by an accompanying Mitigation Monitoring and Reporting Program. Information and technical analyses from the adopted IS-MND are utilized or referenced throughout this addendum. The adopted IS-MND is available for review on the City of Salinas website. 1 In conjunction with adoption of the IS -MND, the City also adopted the Mitigation Monitoring and Reporting Program and approved the original project.

1 https://www.cityofsalinas.org/file/38977/download
City of Salinas
Revised Salinas Airport Development Lease Project

2 As approved, the original project would involve leasing of the 13.25-acre project site by the project applicant from the City (the “Ground Lease”), who would in turn lease approximately 5.72 acres of the site back to the City for use as a Public Works Corporation Yard. The Public Works Corporation Yard would provide vehicle and equipment repair and storage, administrative support, and other operations related to the maintenance of public facilities and is anticipated to be located in the southwest portion of the project site. The remainder of the site (approximately 7.53 acres) would be developed to accommodate light industrial and/or warehouse uses, with a maximum building square footage of no more than 40 percent of the site area (approximately 130,332 square feet).

Allowable uses for the site, specified in the Ground Lease, would include minor telecommunications facilities, indoor vehicle storage, limited industry, laboratories, warehousing, maintenance and repair services (city corporation yard), and research and development services. The site would be developed in accordance wit h the Development Regulations and Design Standards of the City’s Industrial – Business Park Zoning District. Surface parking, landscaping, lighting, and other site improvements would be provided as mandated by the City.

The original project would involve removing Jeffery Avenue, Anderson Avenue, the unnamed roadway between Jeffery Avenue and Anderson Avenue, the small storage shed, existing trees, and other existing facilities on site.

Project Site
The project site is located along the 100 -500 block of Airport Boulevard in the City of Salinas in Monterey County. The project site is bounded by Airport Boulevard to the northwest, Mortensen Avenue to the southeast, Skyway Boulevard to the northeast, and Mercer Way to the southwest, and is defined by Assessor’s Parcel Number 003 -862-001-000. The site is part of the Salinas Municipal Airport, although it is located outside of the controlled (fenced) portion of the airport. The site contains Jeffery Avenue and Anderson Avenue, which both run southwest to northeast between Mercer Way and Skyway Boulevard; these are not public streets and are closed to vehicular traffic.

An unnamed paved road/driveway connects Jeffery Avenue and Anderson Avenue approximately midway across the project site.

The site is relatively flat , vacant, mostly undeveloped land with minimal development including existing curb and gutter located along the roadways surrounding the site, internal paved driveways, a storage shed structure, and P acific Gas & Electric transmission lines which are located across the property. Various existing public utilities are available in the public streets surrounding the site. There is an abandoned well north of Mortensen Avenue and midway between Skyway Boulevard and Mercer Way, which has been filled with concrete and associated pumps removed.

Addendum
The project applicant now proposes modifications to the original project , herein referred to the “modified project.” This document is an addendum to the previously adopted IS-MND and has been prepared by the City to evaluate the potential environmental impacts of the proposed modified project. This addendum has been prepared in accordance with the relevant provisions of CEQA and Section 15164 of the CEQA Guidelines. A detailed description of the modified project is provided in Section 2, Project Description, of this addendum.

Introduction

Addendum to the Initial Study – Mitigated Negative Declaration 3

1.2 Basis for the Addendum
When an IS-MND has been adopted and a project is modified or other wise changed after adoption, additional CEQA review may be necessary. The key considerations in determining the need for the appropriate type of additional CEQA review are outlined in Section 21166 of the Public Resources Code (CEQA) and Sections 15162, 15163 and 15164 of the CEQA Guidelines.

Section 15162(a) of the CEQA Guidelines provides that a Subsequent IS-MND is not required unless the following occurs:
(1) Substantial changes are proposed in the project which will require major revisions of the previous EIR or negative declaration due to the involvement of new significant environmental effects or a substantial increase in the severity of previously identified significant effects; (2) Substantial changes occur with respect to the circumstances under which the project is undertaken which will require major revisions of the previous EIR or Negative Declaration due to the involvement of new significant environmental effects or a substantial increase in the severity of previously identified significant effects; or
(3) New information of substantial importance, which was not known and could not have been known with the exercise of reasonable diligence at the time the previous EIR was certified as complete or the Negative Declaration was adopted, shows any of the following:
(A) The project will have one or more significant effects not discussed in the previous EIR or negative declaration;
(B) Significant effects previously examined will be substantially more severe than shown in the previous EIR;
(C) Mitigation measures or alternatives previously found not to be feasible would in fact be feasible, and would substantially reduce one or more significant effects of the project, but the project proponents decline to adopt the mitigation measure or alternative; or (D) Mitigation measures or alternatives which are considerably different from those analyzed in the previous EIR would substantially reduce one or more significant effects on the environment, but the project proponents decline to adopt the mitigation measure o r alternative.

Pursuant to Section 15164(b ) of the CEQA Guidelines , an addendum to an adopted negative declaration may be prepared by the Lead Agenc y that prepared the original negative declaration if only minor technical changes or additions are necessary or none of the conditions described in Section 15162 have occurred that require preparation of a Subsequent IS-MND. An addendum must include a brief explanation of the agency’s decision not to prepare a Subsequent IS-MND and be supported by substantial evidence in the rec ord as a whole (Section 15164[e] ). The addendum to an adopted negative declaration need not be circulated for public review but it may be included in or attached to the adopted negative declaration (Section 15164[c]). The decision -making body must consider the addendum prior to making a decision on the project (Section 15164[d]).

An addendum to the adopted IS-MND for the original project is appropriate to address the proposed modified project because the proposed modifications to the approved original project do not meet the conditions of Section 15162(a) for preparation of a Subsequent IS-MND. The proposed modified project would not result in new or more severe impacts related to: 1) substantial changes to the original project which requires major revisions to the adopted IS-MND; 2) substantial changes to the circumstances under wh ich the original project are being undertaken which will require major City of Salinas
Revised Salinas Airport Development Lease Project

4 revisions to the adopted IS-MND; or 3) new information of substantial importance showing significant effects not previously examined.

The adopted IS-MND and this addendum to the adopted IS-MND serve as informational documents to inform decision-makers and the public of the potential environmental consequences of approving the proposed modified project. This addendum neither controls nor determines the ultimate decision for approval of the proposed modified project, described herein in Section 2, Project Description. The information presented in this addendum to the adopted Final IS-MND will be considered by the City alongside the adopted IS-MND prior to making a decision on the modified project.

Project Description

Addendum to the Initial Study – Mitigated Negative Declaration 5 2 Project Description

2.1 Modified Project Site
The modified project would be located on the same project site as described and analyzed in the adopted Final IS -MND for the original project. The modified project site would total approximately

13.25 acres, the same size as the original project site . Figure 1 shows the regional location of the project site. Figure 2 shows an aerial view of the project site and immediate surroundings.

2.2 Summary of the Original Project
The original project included the project sponsor leasing approximately 13.25 acres of vacant land (the entirety of the project site) from the City (the “Ground Lease”), and in turn leasing approximately

5.72 acres of the project site back to the City of Salinas for use as a Public Works Corporation Yard.

The Public Works Corporation Yard would provide vehicle and equipment repair and storage, administrative support, and other operations related to the maintenance of public facilities and is anticipated to be located in the southwest portion of the project site. The remainder of the site (approximately 7.53 acres) would be developed to accommodate light industrial and/or warehouse uses, with a maximum building square footage of no more than 40 percent of the site area (approximately 130,332 square feet). Allowable uses for the site would be specified in the Ground Lease to include minor telecommunications facilities, indoor vehicle storage, limited industry, laboratories, warehousing, maintenance and repair services (city corporation yard), and research and development services.

2.3 Description of the Modified Project
Similar to the original project, the project applicant would lease the project site from the City ; however, under the modified project, no portion of the site would be leased back to the City. The entirety of the project site would be developed with warehouse uses . The project would accommodate light industrial and warehouse uses, with a maximum building square footage of approximately 229,000 square feet. The warehouse would generate approximately 29 total jobs.

Allowable uses for the site would include general light industrial and warehousing operations . The site would be developed in accordance with the Development Regulations and Design Standards of the City’s Industrial – Business Park (IBP) Zoning District. The modified project would maintain the same General Plan land use designation (Public/Semi -public) a nd Zoning designation (IBP) as the original project for the project site. Surface parking, landscaping, lighting, and other site improvements would be provided as mandated by the City. Similar to the original project, the modified project would remove the small storage shed, seven existing trees, one tree stump, and any other existing facilities on site. The modified project would require the removal of approximately seven trees and one tree stump. A landscaping plan, required by the City of Salinas, would satisfy required replanting on site.

City of Salinas
Revised Salinas Airport Development Lease Project

6 Figure 1 Regional Location

Project Description

Addendum to the Initial Study – Mitigated Negative Declaration 7 Figure 2 Project Location

City of Salinas
Revised Salinas Airport Development Lease Project

8 Proposed Warehouse
While the original project allowed for the site to be developed with industrial uses and a Public Works Corporation Yard, the modified project only includes the development of up to 229,000 square feet of distribution warehouses on the project site. The total warehouse square footage may be developed in one building or with multiple buildings. N o portion of the project site would be developed as a Public Works Corporation Yard under the modified project. On -site buildings would not exceed the 36-foot height described in the adopted IS-MND for the original project.

Circulation
Similar to the original project, t he modified project would include the removal of Jeffery Avenue, Anderson Avenue, and an unnamed roadway between Jeffery Avenue and Anderson Avenue. In addition, unlike the original project, the modified project would widen Mercer Way at the northern intersection with Airport Boulevard to allow for wider turns being made by trucks entering and existing the project site. Cul-de-sacs would be added to the southern ends of Mercer Way and Skyway Boulevard. The modified project includes 2 61 parking spaces, including electric vehicle parking pursuant to code requirements. A total of 30 truck loading bays would be constructed at the warehouse building, with internal circulation providing adequate turning radiuses for trucks to access the loading bays.

Infrastructure Improvements
As with the original project, t he modified project would involve relocating existing aboveground Pacific Gas & Electric transmission lines, which are located throughout the site, two of which run north-south about mid-site and two additional lines which run east -west from Skyway Boulevard to Mercer Road west of the project site. As under the original project, the modified project would also cap pre-existing water lines on the site and remove the non-operational well and improve stormwater drainage features. Similar to the original project, the modified project would include the retention of all stormwater on site.

Grading and Construction
To accommodate the proposed development, the entire site would be graded, and existing features would be removed. This would be followed by the construction of paved parking areas, fencing, and industrial-use buildings up to 229,000 square feet in size. Future construction may be conducted in phases. The industrial buildings would be concrete tilt -up structures, with no excavation for a deep foundation or pile driving required. Construction would be completed in up to three phases, for no longer than five t otal years of construction. While the type of construction equipment was not specified for the original project, the modified project would use Tier IV construction equipment to the extent feasible.

Lead Agency Permits and Approvals
The project requires City approval of the proposed Ground Lease of the site to the project applicant.

Future development of the site with paved parking areas and industrial -use buildings would require building and grading permits.

Impact Analysis

Addendum to the Initial Study – Mitigated Negative Declaration 9 3 Impact Analysis
As described under Section 1.2, Basis for the Addendum , when an IS -MND has been adopted and a project is modified or otherwise changed after adoption, additional CEQA review may be necessary.

In accordance with the CEQA Guidelines, the City has determined that an addendum to the adopted IS-MND is the appropriate form of environmental review for the proposed modified project. This examination includes an analysis of the provisions of Section 21166 of CEQA and Sections 15162 to 15164 of the CEQA Guidelines and their applicability to the modified project.

As discussed in the impact analysis below, the modified project would not introduce new significant environmental impacts beyond those which have already been identified and characterized in the adopted IS -MND. None of the conditions described in CEQA Guidelines Section 15162 calling for preparation of a subsequent EIR have occurred or would occur as a result of the modified project.

This addendum will be considered by the City of Salinas decision-making body when making a decision on the proposed project.

Appendix G of the CEQA Guidelines provides a checklist of environmental issue areas that are suggested as the issue areas that should be assessed in CEQA analyses. The adopted IS -MND addressed in detail all 20 of the suggested environmental issue areas. To provide a thorough and conservative analysis of potential impacts associated with the project, this addendum also addresses all 20 environmental issue areas suggested by Appendix G of the CEQA Guidelines, as listed below.

1. Aesthetics

2. Agriculture and Forestry Resources

3. Air Quality

4. Biological Resources

5. Cultural Resources

6. Energy

7. Geology and Soils

8. Greenhouse Gas Emissions

9. Hazards and Hazardous Materials

10. Hydrology and Water Quality

11. Land Use and Planning

12. Mineral Resources

13. Noise

14. Population and Housing

15. Public Services

16. Recreation

17. Transportation

18. Tribal Cultural Resources

19. Utilities and Service Systems

20. Wildfire
The existing environmental conditions in the project site and its surroundings are substantially the same under present conditions as described in the adopted IS-MND. Potential environmental impacts of the proposed modified project are analyzed below to determine whether impacts are consistent with the impact analysis provided in the adopted IS -MND, and whether additional mitigation measures are required to minimize or avoid potential impacts.

Adopted IS-MND Analysis Summary
No impacts to agricultural and forestry resources , mineral resources, recreation, or wildfire were found in the adopted IS-MND. Additionally, impacts to aesthetics, air quality, energy, greenhouse gas emissions, hydrology and water quality, land use and planning, noise, population and housing, public City of Salinas
Revised Salinas Airport Development Lease Project

10 services, and utilities and service systems were determined to be less than significant with no mitigation required.

The adopted IS-MND determined that impacts to biological resources, cultural resources, geology and soils, hazards and hazardous materials, transportation, and tribal cultural resources could be reduced to less than significant levels with mitigation. Mitigation proposed in the adopted IS-MND included:
▪ Mitigation Measure BIO-1: Pre-Disturbance Congdon’s Tarplant Survey and Mitigation Planting Prior to commencement of ground disturbance required for project construction, a focused survey for Congdon’s tarplant shall be conducted by a qualified biologist in areas of the project site where the construction is to occur, as the site is developed in portions under the proposed lease. The survey shall be conducted during the species’ blooming period (May to November), and findings of the survey shall be submitted to the City of Salinas for review and approval.

If a population of Congdon’s tarplant is found within the planned construction area, mitigation for the loss of individuals shall be conducted. Mitigation shall be achieved by establishing a new population of Congdon’s tarplant in an area approved by the U SFWS and CDFW. This area shall not be developed and shall contain suitable habitat types for establishing a new population.

Mitigation shall be a 1:1 ratio (impact to mitigation) of plant establishment on an acreage basis.

Monitoring of the new mitigation population shall occur annually. Annual monitoring shall include quantitative sampling of the Congdon’s tarplant population to determine the number of plants that have germinated and set seed. This monitoring shall continue annually or until success criteria have been met; once annual monitoring has documented that a self-sustaining population of this annual species has been successfully established on site, this mitigation measure shall be determined to have been met and the project applicant released from further responsibility.

Establishment of the plant population shall be subject to a Habitat Mitigation and Monitoring Plan. To ensure the success of mitigation sites required for compensation of permanent impacts on Congdon’s tarplant, the project applicant shall retain a qualified biologist to prepare a Habitat Mitigation and Monitoring Plan. The Habitat Mitigation and Monitoring Plan shall be submitted to the City of Salinas for review and approval prior to the start of construction. The Habitat Mitigation and Monitoring Plan shall include, at a minimum, the following information:
 A summary of impacts to Condon’s tarplant and the proposed mitigation  A description of the location and boundaries of the mitigation site(s) and description of existing site conditions
 A description of any measures to be undertaken to enhance (e.g., through focused management) the mitigation site for Congdon’s tarplant
 Identification of an adequate funding mechanism for long-term management  A description of management and maintenance measures intended to maintain and enhance habitat for the Congdon’s tarplant (e.g., weed control, fencing maintenance)  A description of Congdon’s tarplant monitoring measures on the mitigation site, including specific, objective performance criteria, monitoring methods, data analysis, reporting requirements, monitoring schedule, etc. Monitoring shall document compliance wi th each element requiring habitat compensation or management. At a minimum, performance criteria shall include a minimum 1:1 mitigation ratio for the number of plants in the impacted population (at least one plant preserved for each plant impacted).  A contingency plan for mitigation elements that do not meet performance or final success criteria within described periods; the plan shall include specific triggers for remediation if Impact Analysis

Addendum to the Initial Study – Mitigated Negative Declaration 11 performance criteria are not met and a description of the process by which remediation of problems with the mitigation site (e.g., presence of noxious weeds) shall occur  A requirement that the project proponent shall be responsible for monitoring, as specified in the Habitat Mitigation and Monitoring Plan, for at least three (3) years post -construction; during this period, annual reporting will be provided to the City’s Project Manager . At the request of the CDFW or USFWS, the annual reporting shall also be provided to these agencies. ▪ Mitigation Measure BIO-2: Nesting Bird Avoidance and Minimization Efforts If project construction activities occur between February 15 and September 1, a qualified biologist shall conduct a pre -construction survey for nesting birds no more than 14 days prior to construction. If nests are found the qualified biologist shall estab lish an appropriate species - specific avoidance buffer of sufficient size to prevent disturbance of the nest by project activity (up to 300 feet for raptors, up to 150 feet for all other birds). The qualified biologist shall perform at least two hours of pr e-construction monitoring of the nest to characterize "typical" bird behavior. The qualified biologist shall monitor the nesting birds and shall increase the buffer if it is determined the birds are showing signs of unusual or distressed behavior associate d with project activities. Atypical nesting behaviors that may cause reproductive harm includes, but is not limited to, defensive flights, vocalizations directed towards project personnel/activities, standing up from a brooding position, and flying away from the nest. The qualified biologist should have authority, authority to order the cessation of all project activities if the nesting birds exhibit atypical behavior which may cause reproductive failure (nest abandonment and loss of eggs and/or young) unti l an appropriate buffer is established. To prevent encroachment, the established buffer(s) should be clearly marked by high visibility material. The established buffer(s) should remain in effect until the young have fledged as confirmed by the qualified biologist.

The monitoring biologist, in consultation with the project manager shall determine the appropriate protection for active nests on a case by case basis using the criteria described above. ▪ Mitigation Measure CR-1: Unanticipated Discovery of Archaeological Resources If cultural resources are encountered during ground-disturbing activities, work in the immediate area shall halt and an archaeologist meeting the Secretary of the Interior’s Professional Qualifications Standards for archaeology (NPS 1983) shall be contacte d immediately to evaluate the find. If the discovery proves to be eligible for listing in the CRHR, additional work such as data recovery excavation may be warranted. In the event the Archaeological Resources are determined to be of Native American origin, Mitigation Measure TCR-1 shall be applicable as well. ▪ Mitigation Measure GEO-1: Unanticipated Discovery of Paleontological Resources In the event an unanticipated fossil discovery is made during the course of project development, then in accordance with SVP (2010) guidelines, it is the responsibility of any worker who observes fossils within the project site to stop work in the immediat e vicinity of the find and notify a qualified professional paleontologist who shall be retained to evaluate the discovery, determine its significance and if additional mitigation or treatment is warranted. Work in the area of the discovery will resume once the find is properly documented and authorization is given to resume construction work. Any significant paleontological resources found during construction monitoring shall be prepared, identified, analyzed, and permanently curated in an approved regional museum repository.
▪ Mitigation Measure HAZ-1: Soil Management Plan
Prior to grading, the project applicant shall prepare a Soil Management Plan establishing provisions for the disturbance of contaminated materials (known and undocumented). The SMP shall include, but is not limited to, the following elements:

City of Salinas
Revised Salinas Airport Development Lease Project

12  A detailed discussion of the site background and presence of elevated levels of arsenic, chromium and cobalt in soils.
 Procedure for handling and disposal of excavated soil stockpiles, including dust and runoff control measures.
 Procedures to follow if evidence of an unknown historic release of hazardous materials (e.g., underground storage tanks, polychlorinated biphenyls [PCBs], asbestos containing materials, etc.) is discovered during excavation or demolition activities.  A health and safety plan (HSP) for each contractor working at the site that addresses the safety and health hazards of each site operation phase, including the requirements and procedures for employee protection. The HSP shall outline proper soil handling procedures and health and safety requirements to minimize work and public exposure to hazardous materials during construction.

The SMP shall be submitted to the Monterey County Environmental Health Bureau for review and approval. A copy of the documentation shall be submitted to the City of Salinas Community Development Department and the Environmental Maintenance Services Divisio n of the Salinas Public Works Department for approval prior to the issuance of grading permits. Additionally, if reuse of impacted soil is planned, the contractor shall prepare a Soil Reuse Management Plan establishing provisions for the reuse of impacted soils. Proper management and disposition of impacted soils shall be determined in consultation with appropriate regulatory agencies and in accordance with applicable federal and/or state guidance. ▪ Mitigation Measure TRA -1: Terven Avenue/Airport Boulevard & Southbound Highway 101 Ramps Improvements
To address the short -term, project-level impacts, encroachment permit improvements shall be implemented at the Terven Avenue/Airport Boulevard & Southbound Highway 101 Ramps to improve level of service operations:
 Eliminate the Airport eastbound slip ramp onto the Airport Boulevard overpass and convert the intersection into a typical standard intersection with dual northbound right turn lanes onto the eastbound receiving approach.
 Restripe southbound off ramp approach from the main line to include a shared through and right turn lane, and dual left turn lanes.
 Widen northbound approach for two receiving lanes onto the Airport Boulevard overcrossing.  Widen the northbound approach to include a left-turn pocket and a shared through and right- turn lane.
 Restripe the southbound approach to include one left-turn pocket and one shared thru-right lane.
 Eliminate split signal phasing.
▪ Mitigation Measure TRA-2: Skyway Boulevard & Airport Boulevard Improvements If development of the Salinas Airport Development Lease Project occurs prior to implementation of Phase 2 of the Salinas Travel Center project, the applicant shall pay a fair share of the cost of a traffic signal or roundabout at the Skyway Boulevard & Air port Boulevard intersection. The fair share fee shall be paid prior to issuance of a building permit. ▪ Mitigation Measure TCR-1: Unanticipated Discovery of Tribal Cultural Resources In the event that cultural resources of Native American origin are identified during construction, all earth disturbing work within the vicinity of the find must be temporarily suspended or Impact Analysis

Addendum to the Initial Study – Mitigated Negative Declaration 13 redirected until an archaeologist has evaluated the nature and significance of the find and an appropriate Native American representative, based on the nature of the find, is consulted. If the City determines that the resource is a tribal cultural resource and thus significant under CEQA, a mitigation plan shall be prepared and implemented in accordance with state guidelines and in consultation with Native American groups prior to continuation of any earth disturbing work within the vicinity of the find. The plan shall include avoidance of the resource or, if avoidance of the resource is infeasible, the plan shall outline the appropriate treatment of the resource in coordination with the archeologist and the appropriate Native American tribal representative and/or a representative from the Ohlone/Coastanoan-Esselen Nation, as appropriate.

Treatment of the resource could include but not limited to the examples provided below.  Avoidance and preservation of the resources in place, including, but not limited to, planning and construction to avoid the resources and protect the cultural and natural context, or planning greenspace, parks, or other open space, to incorporate the resources with culturally appropriate protection and management criteria.
 Treating the resource with culturally appropriate dignity taking into account the tribal cultural values and meaning of the resource, including, but not limited to, the following:
▪ Protecting the cultural character and integrity of the resource. ▪ Protecting the traditional use of the resource.
▪ Protecting the confidentiality of the resource.
 Permanent conservation easements or other interests in real property, with culturally appropriate management criteria for the purposes of preserving or utilizing the resources or places.
 Protecting the resource.

Earth-disturbing work within the vicinity of the find shall not be restarted until all requirements of the mitigation plan have been adequately addressed pursuant to CEQA.

The adopted IS -MND determined that implementation of these mitigation measures would reduce impacts to less than significant levels. Therefore, the original project would not result in significant and unavoidable impacts.

Modified Project
This discussion groups impact topics to allow a concise analysis of similar or related issue areas. ▪ Aesthetics. The modified project would involve construction of a warehouse and loading dock on the project site . While the modified project would increase the maximum building size of the warehouse on the project site from approximately 130,332 square feet to 229,000 square feet, the additional square footage of warehouse uses would be offset by the removal of the Public Works Corporation Yard component of the original project. This modification would not increase the intensity of development on the project site , or result in an increase in the total developed area, as the entire site would be developed under both the original project and the modified project. The modified project would also include similar sources of light and glare as the original project, including vehicles and exterior security lighting. The modified project would not increase the height of proposed buildings on site. Therefore, the modified project would not result in an increase in intensity or type of use compared to the original project or the analysis in the adopted City of Salinas
Revised Salinas Airport Development Lease Project

14 IS-MND. Thus, the modified project would not result in a new impact or a substantially more severe impact to aesthetics.
▪ Agriculture, Forestry, and Mineral Resources. The modified project would not expand the project site to include agricultural lands, lands under a Williamson act contract, timberlands, forest lands, mineral resource zones, or mineral resource extraction sites (DOC 2017, 2024 ; USGS 2024).

Therefore, the modified project would have no impact on agricultural , forestry, or mineral resources, similar to the original project.
▪ Air Quality and Greenhouse Gas Emissions. As described previously, the modified project would not involve an increase in the intensity of development , as the entire site would be developed under both the original project and the modified project . However, the modified project would increase the maximum building size of the warehouse. The proposed warehouse uses under the modified project would allow for a 76 percent increase 2 in the total square footage of buildings on site. Construction emissions of the original project were approximately 9.2 percent of the significance threshold; 3 therefore, assuming emissions are calculated per square foot, the modified project would result in construction emissions that are 16.2 percent of the significance threshold.4 No exceedance in the construction emissions threshold is anticipated. Similarly, operational air quality emissions of the original project were a maximum of 3.6 percent of the applicable significance threshold; 5 therefore, the modified project would result in operational emissions that are 6.4 percent of the significance threshold. 6 No exceedance in the operational emissions threshold is anticipated. Because air quality and greenhouse gas emissions were substantially below established thresholds, the increase in building size would not cause an exceedance of established thresholds . Similar to the original project, excavation related to the modified project construction would be minimal and would incrementally contribute to the pollutant and greenhouse gas emissions associated with project construction. Therefore, the modified project would not result in a new impact or in a substantially more severe impact to air quality and greenhouse gas emissions.
▪ Biological Resources. The modified project would include construction of a warehouse and loading dock on the project site. However, the modified project would not increase area of ground disturbance when compared to the original project , as the original project would have similarly developed the entire site . The existing conditions of the project site have not changed substantially since adoption of the IS -MND. The project site does not contain riparian habitat, protected wetlands , or jurisdictional waters (USFWS 2024), and is not subject to policies, ordinances, or a habitat conservation plan not already considered in the adopted IS -MND. The site has been previously graded and disturbed. As described in the adopted IS-MND, the project

2 229,000 square feet (modified project) divided by 130,332 square feet (original project, warehouse use only) is 1.75, or a 75 percent increase in size.
3 Particulate matter (PM10) emissions were 7.6 pounds per day, compared to the significance threshold of 82 pounds per day (7.6 pounds per day divided by 82 pounds per day is 0.92, or 9.2 percent). There were no other construction emissions significance thresholds identified in the adopted IS-MND. Please note that the emissions modeling for the original project also included the corporation yard land use, which was not removed as part of this comparative analysis. Therefore, emissions from the original project attributed to the ware house uses of the original project are overstated, and the comparison provided herein is conservative. 4 7.6 pounds per day multiplied by 1.75 (increase in square footage of warehouse uses only) is 13.3 pounds per day. 1.3 pounds per day divided by 82 pounds per day (the construction significance threshold) is 0.162, or 16.2 percent. 5 PM10 emissions were 3.0 pounds per day, compared to a significance threshold of 82 pounds per day. 3.0 pounds per day divided by 8 2 pounds per day is 0.036, or 3.6 percent. Reactive organic gas emissions were 4.3 pounds per day, compared to a significance t hreshold of 137 pounds per day (3.1 percent), and carbon monoxide emissions were 7.9 pounds per day, compared to a significance threshold of 550 pounds per day. For the purposes of this comparative analysis, only PM10 emissions are compared between the original project and modified project.
6 3.0 pounds per day multiplied by 1.75 (increase in square footage of warehouse uses only) is 5.3 pounds per day. 5.3 pounds p er day divided by 82 pounds per day (the construction significance threshold) is 0.064, or 6.4 percent.

Impact Analysis

Addendum to the Initial Study – Mitigated Negative Declaration 15 site is unlikely to contain habitat for special -status species. Implementation of Mitigation Measures BIO-1 and BIO-2, which would involve surveys and disturbance minimization efforts for Congdon’s tarplant and nesting birds, would continue to be required under the modified project and would ensure impacts to biological resources would remain less than significant, similar to the original project . As such, the modified project would not result in a new impact or a substantially more severe impact to biological resources. ▪ Cultural, Paleontological, and Tribal Cultural Resources. The modified project would include construction of a warehouse and loading docks on the project site. However, the modified project would not increase area of ground disturbance when compared to the original project. Similar to the original project , the modified project would not cause a substantial adverse change in the significance of a historical resource. Further, the cultural resources record search conducted for the adopted IS-MND included a 0.5-mile radius around the project site which indicates there are no known archaeological resources within the project site . The modified project would involve provision of applicable archaeological reports to the Ohlone/Coastanoan -Esselen Nation, as requested during tribal consultation, and implementation of Mitigation Measure CR -1. The modified project would also involve imple mentation of Mitigation Measures GEO -1 and TCR -1, which would avoid or minimize impacts to paleontological and tribal cultural resour ces.

Therefore, the modified project would not result in a new impact or a substantially more severe impact to cultural, paleontological, and tribal cultural resources. ▪ Energy. As discussed above, the modified project would not increase the intensity of development on the project site , as the entire site would be developed under both the original project and the modified project. While the modified project may result in a small increase in the demand for energy, similar to the original project it would be required to comply with standards set in California Building Code (CBC) Title 24, which would minimize the wasteful, inefficient, or unnecessary consumption of energy resources during operation. Therefore, the modified project would not result in for the wasteful use of energy resources and would con tinue to have no significant impact on energy. The modified project would not result in a new impact or a substantially more severe impact to energy.
▪ Geology and Soils. As described above, the modified project would include the same area of disturbance compared to the original project. Therefore, impacts related to geology and soils would remain consistent with those described in the adopted IS -MND and would not result in a new impact. The modified project would not result in a new impact or a substantially more severe impact to geology and soils.
▪ Hydrology and Water Quality. The modified project would involve a similar amount of development on the project site as with the original project . As with the original project, t he modified project would increase the amount of impervious surfaces on the project site, resulting in similar impacts related to stormwater runoff and groundwater recharge. Similar to the original project, the modified project would be required to comply with the City of Salinas MS4 Permit, which requires the volume of runoff from an 85th percentile storm event be retained on site through either retention basins or bioretention facilities. Furthermore, the project site is not within a flood hazard area as designated by the Federal Emergency Management Agency (FEMA 2023). Therefore, impacts related to hydrology and water quality would remain consistent with those described in the adopted IS -MND and would not result in a new impact. The modified project would not result in a new impact or a substantially more severe impact to hydrology and water quality.
▪ Hazards and Hazardous Materials. The modified project would involve similar excavation and grading as the original project. These ground -disturbing activities have the potential to disturb City of Salinas
Revised Salinas Airport Development Lease Project

16 known soil contaminants beyond what was considered by the adopted IS -MND. The modified project would be required to implement Mitigation Measure HAZ-1, which requires preparation of a soil management plan . This plan would reduce impacts of the modified project to less than significant and the modified project would not result in a new or substantially more severe hazards and hazardous materials impact.
▪ Land Use and Planning. The modified project would involve the development of a 229,000 square foot warehouse on site. The modified project would not alter the General Plan land use designation or Zoning designation from the original project. Similar to the original project, the modified project would not conflict with existing land use plans, policies, or regulations adopted to avoid or mitigate an environmental effect. Therefore, the modified project would not result in a new or substantially more severe land use impact.
▪ Noise. The modifi ed project would introduce a new warehouse structure and light industrial operations to the project site, which would not be a substantial change in from the original project’s proposed uses of the site. The overall amount of development on the site would allow for a 229,000 square foot warehouse building, which would have an overall development footprint similar to the original project. The project site is approximately 1,200 feet northwest of a residential area, similar to the original project. Because the modified project site is not closer to the nearest sensitive receivers, construction of the warehouse on site would not result in a substantial increase in noise or groundborne vibration. Further, the warehouse and light industrial operations on site would not generate significant noise in operation. Therefore, the modified project would not result in a new or more severe impact related to noise or groundborne vibration.
▪ Population and Housing, Public Services, Recreation, and Utilities and Service Systems. The modified project would not increase the intensity of development and would not substantially increase the amount of development within the project site, as the entire site would be developed under both the original project and the modified project . The number of employees accommodated by the modified project would be minimal (29 employees), and less than the employment anticipated in the adopted IS -MND (288 employees). Water demand and wastewater generation would increase under the modified project, as the increased warehouse size would result in more water demand and wastewater generation than the non -warehouse uses of the original project. However, as stated in the adopted IS -MND, Cal Water’s service area reliability assessment indicated that a dequate water supplies would be available through 2040.

Similarly, the original project would require less than 1.0 percent of the wastewater treatment plant’s remaining capacity; therefore, the 75 percent increase in warehouse size under the modified project would require les s than 2.0 percent of the wastewater treatment plant’s remaining capacity . Therefore, there is no anticipated increase in population and housing, demand for public services, demand for recreational facilities, or demand for utilities beyond that analyzed in the adopted IS -MND. Thus, the modified project would not result in new or substantially more severe impacts to these resources.
▪ Transportation. The proposed warehouse and circulation improvements under the modified project would not conflict with a program, plan, ordinance or policy addressing the circulation system. Similar to the original project, the modified project would not reconfigure curves on Airport Boulevard or other public roadways, and is served by several existing roadways which would be available for site emergency access. Further, the modified project would result in fewer on-site employees than the original project. Additionally, the Public Works Corporation Yard under the original project had a high trip generation rate (740 daily trips), and the combination of the increase in warehouse size and removal of the corporation yard component under the Impact Analysis

Addendum to the Initial Study – Mitigated Negative Declaration 17 modified project would result in a lower daily trip rate than the original project (400 daily trips for the modified project, compared to a total of 1,214 daily trips under the original project; 7 Appendix A). Therefore, fewer vehicle trips and vehicle-miles traveled would be generated by the modified project as compared to the original project (Appendix A) . The modified project would continue to require intersection improvements at the intersection of Airport Boulevard/Terven Avenue and US 101, similar to Mitigation Measure TRA -1; however, the payment of impact fees by the developer would satisfy this required intersection improvement and reduce impacts to less than significant. Therefore, Mitigation Measure TRA-1 is not required under the modified project.

Due to the decreased trip generation of the modified project as compared to the original project, the modified project would not result in inadequate level of service at Skyway Boulevard and Airport Boulevar d; therefore, Mitigation Measure TRA -2 is not required under the modified project. T he modified project would not result in a new or substantially more severe transportation impact.8
▪ Wildfire. The project site is not designated as within state responsibility areas or lands classified as very high fire hazard severity zones (CAL FIRE 2024). Therefore, the modified project would continue to have no impact related to wildfire.

Effects and Mitigation Measures
As described above, it has been determined that the proposed project is consistent with the analysis of the adopted IS-MND and would not result in new or substantially more severe impacts beyond those identified in the adopted IS-MND. Mitigation measures identified in the adopted IS-MND would remain applicable to the modified project . Additionally, the proposed project is consistent with the findings and conclusions of the IS-MND regarding mandatory findings of significance.

7 The daily trip generation rate under the original project included 324 daily trips related to general light industrial uses, 150 trips related to warehouse uses, and 740 daily trips related to corporation yard uses. The modified project would develop exclusively warehousing uses. 8 The adopted IS -MND includes Mitigation Measures TRA -1 and TRA -2, which would involve ramp and intersection improvements to improve level of service (LOS) operations. LOS refers to a traffic operation ranking system based on traffic volumes and roadway capacity.

Pursuant to Senate Bill 743, as of July 1, 2020, agencies analyzing transportation impacts of projects under CEQA must utilize vehicle miles traveled (VMT) instead of LOS. VMT measures the additional miles driven associated with projects under CEQA. However, because the adopted IS-MND utilized LOS and the adopted IS-MND represents baseline conditions for impact thresholds, these mitigation measures are still applicable to the project.

City of Salinas
Revised Salinas Airport Development Lease Project

18 4 Conclusion
As discussed in Section 3, Impact Analysis, there are no new or substantially more severe impacts associated with the modified project than those identified and mitigated for in the adopted IS-MND.

A Subsequent IS-MND is not necessary because no new impacts or impacts of substantially greater severity than previously described would occur as a result of the modified project. Therefore, the following determinations have been made:
▪ No further evaluation of environmental impacts is required for the modified project; ▪ No Subsequent IS-MND is necessary per CEQA Guidelines Section 15162; and ▪ This addendum is the appropriate level of environmental analysis and documentation for the proposed project in accordance with CEQA Guidelines Section 15164.

Pursuant to CEQA Guidelines Section 15164(c), this addendum will be included in the public record for the adopted IS-MND. Documents related to this addendum will be available on the City of Salinas website at https://www.cityofsalinas.org/our-city-services/community-development/documents- public-review.

References and Preparers

Addendum to the Initial Study – Mitigated Negative Declaration 19 5 References and Preparers
California Department of Conservation (CDOC). 2017. State of California Williamson Act Contract Land.
https://planning.lacity.org/eir/HollywoodCenter/Deir/ELDP/(E)%20Initial%20Study/Initial%2 0Study/Attachment%20B%20References/California%20Department%20of%20Conservation %20Williamson%20Map%202016.pdf (accessed January 2024). ______. 2024. California Important Farmland Finder. https://maps.conservation.ca.gov/DLRP/CIFF/ (accessed January 2024).

California Department of Forestry and Fire Protection (CAL FIRE). 2024. Fire Hazard Severity Zone Viewer. https://egis.fire.ca.gov/FHSZ/ (accessed January 2024).

Federal Emergency Management Agency (FEMA). 2023. FEMA National Flood Hazard Layer Viewer. https://hazards-
fema.maps.arcgis.com/apps/webappviewer/index.html?id=8b0adb51996444d4879338b552 9aa9cd&extent=-121.94529102661183,36.5159779735144,-
121.90374897338809,36.53322138877889 (accessed January 2024).

Salinas, City of. 2019. Salinas Airport Development Lease Project Initial Study-Mitigated Negative Declaration. October 2019. https://www.cityofsalinas.org/file/38977/download.

United States Fish and Wildlife Service. 2024. National Wetlands Inventory. https://fwsprimary.wim.usgs.gov/wetlands/apps/wetlands-mapper/ (accessed January 2024).

United States Geological Survey (USGS). 2024. Mineral Resources Online Spatial Data. https://mrdata.usgs.gov/general/map-us.html#home (accessed January 2024).

List of Preparers
This addendum was prepared by Rincon Consultants, Inc. under contract to the City of Salinas. Persons and firms involved in data gathering, analysis, project management, and quality control include:

RINCON CONSULTANTS, INC.

Megan Jones, MPP, Principal
Aileen Mahoney, Senior Environmental Planner
Antonia Davetas, Environmental Planner
Isabelle Radis, GIS Analyst
KIMLEY-HORN AND ASSOCIATES, INC.

Local Transportation Analysis Report
City of Salinas
Revised Salinas Airport Development Lease Project

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Appendix A
Local Transportation Analysis
December 2023
197479101
Copyright © Kimley-Horn and Associates, Inc.

LOCAL TRANSPORTATION ANALYSIS - DRAFT

AIRPORT INDUSTRIAL PARK

SALINAS, CALIFORNIA
Prepared for:

City of Salinas
200 Lincoln Avenue
Salinas, California 93901
P
repared by:

DRAFT

LOCAL TRANSPORTATION ANALYSIS - DRAFT

FOR

AIRPORT INDUSTRIAL PARK

Prepared for:

City of Salinas
200 Lincoln Avenue
Salinas, California 93901

Prepared by:

Kimley-Horn and Associates, Inc.
100 West San Fernando Street, Suite 250
San Jose, California 95113
669-800-1979

This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley- Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.

 December 2023
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Contents

1. EXECUTIVE SUMMARY..................................................................................................... IV Study Intersections.............................................................................................................. iv Trip Generation Estimates .................................................................................................... v Required Intersection Improvements .................................................................................... v Traffic Impact Fees ............................................................................................................. vi

2. INTRODUCTION ................................................................................................................ 7 Analysis Methodology ......................................................................................................... 7 Study Intersections and Freeway Segments ......................................................................11 Traffic Impact Fees ............................................................................................................11 Report Organization ...........................................................................................................11

3. EXISTING CONDITIONS ...................................................................................................14 Existing Roadway Network .................................................................................................14 Existing Peak-Hour Turning Movement Volumes ...............................................................15 Existing Transit Facilities ....................................................................................................18 Existing Pedestrian and Bicycle Facilities ...........................................................................18 Existing Level of Service ....................................................................................................19

4. PROPOSED PROJECT .....................................................................................................20 Trip Generation Estimates ..................................................................................................20 Distribution and Assignment ...............................................................................................21

5. EXISTING PLUS PROJECT CONDITIONS .......................................................................24

6. BACKGROUND CONDITIONS ..........................................................................................27 Proposed Transportation Improvements ............................................................................27 Traffic Volume Development ..............................................................................................27 Background Conditions Level of Service ............................................................................27 Background Plus Project Level of Service ..........................................................................32

7. CUMULATIVE CONDITIONS ............................................................................................35 Cumulative Transportation Network Improvements ............................................................35 Cumulative Volumes ..........................................................................................................35 Cumulative Level of Service ...............................................................................................35 Cumulative Plus Project Conditions Intersection Level of Service ......................................39

8. CALTRANS SAFETY ANALYSIS ......................................................................................42

9. TRAFFIC IMPACT FEES ...................................................................................................46

10. APPENDIX ................................................................................................................48

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Figures
Figure 1 – Project Location Map ................................................................................................ 8 Figure 2 – Study Intersection Map .............................................................................................13 Figure 3 – Existing Conditions Lane Geometry and Traffic Control ...........................................16 Figure 4 – Existing Conditions Traffic Turning Movement Volumes ...........................................17 Figure 5 – Trip Distribution Map ................................................................................................22 Figure 6 – Project Trip Assignment ...........................................................................................23 Figure 7 – Existing Plus Project Conditions Traffic Turning Movement Volumes .......................25 Figure 8 – Background Conditions Lane Geometry and Traffic Control .....................................30 Figure 9 – Background Conditions Traffic Turning Movement Volumes ....................................31 Figure 10 – Background Plus Project Conditions Traffic Turning Movement Volumes...............33 Figure 11 – Cumulative Conditions Lane Geometry and Traffic Control ....................................36 Figure 12 – Cumulative Conditions Traffic Turning Movement Volumes ...................................37 Figure 13 – Cumulative Plus Project Conditions Traffic Turning Movement Volumes ................40

Tables
Table 1 – Intersection Level of Service Definitions ..................................................................... 9 Table 2 – Study Intersections ....................................................................................................11 Table 3 – Existing Conditions Intersection Level of Service.......................................................19 Table 4 – Project Trip Generation .............................................................................................21 Table 5 – Existing Plus Project Conditions Intersection Level of Service ...................................26 Table 6 – Background Conditions Intersection Level of Service ................................................29 Table 7 – Background Plus Project Conditions Intersection Level of Service ............................34 Table 8 – Cumulative Conditions Intersection Level of Service .................................................38 Table 9 – Cumulative Plus Project Conditions Intersection Level of Service .............................41 Table 10 – Cumulative Plus Project Conditions Intersection Level of Service Improvements ....41 Table 11 – Caltrans Ramp Queueing Analysis Existing Conditions (95th Percentile Queue) ......43 Table 12 – Caltrans Ramp Queueing Analysis Existing Conditions (Average Queue) ...............43 Table 13 – Caltrans Ramp Queueing Analysis Background Conditions (95 th Percentile Queue) .................................................................................................................................................44 Table 14 – Caltrans Ramp Queueing Analysis Background Conditions (Average Queue) ........44 Table 15 – Caltrans Ramp Queueing Analysis Cumulative Conditions (95th Percentile Queue) 45 DRAFT

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Table 16 – Caltrans Ramp Queueing Analysis Cumulative Conditions (Average Queue) ..........45 Table 17 – Salinas Transportation Impact Fee Estimate (2019 Fee Program) ..........................46 Table 18 – TAMC Regional Development Impact Fee ...............................................................47

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1. EXECUTIVE SUMMARY
This Local Transportation Analysis (LTA) presents the findings of a transportation evaluation that was conducted to analyze the development of an industrial park project at the Salinas Municipal Airport and potential effects it could have on the local transportation network. The project consists of 229,000 square feet of warehousing.

Kimley-Horn previously completed a study for the Project in the Airport Industrial Park Transportation Impact Analysis (September 2019). The original site had the following land uses:
• 65.166 KSF of General Light Industrial
• 65.166 KSF of Warehousing
• Relocated City Public Works Site
The purpose of this study is to reevaluate the original proposed intersection improvements required by the Project.

The TIA was conducted for the following analysis scenarios:
• Scenario 1: Existing Conditions
• Scenario 2: Existing Plus Project Conditions
• Scenario 3: Background Conditions
• Scenario 4: Background Project Conditions
• Scenario 5: Cumulative Conditions
• Scenario 6: Cumulative Plus Project Conditions
This study complies with local transportation analysis guidelines and criteria set forth by the City of Salinas and study intersections were selected based on discussion with City of Salinas staff.

Analysis of this Project site were previously completed in the Kimley-Horn Study Intersections
The study intersections identified below were selected based on the proposed trip generation, estimated trip distribution, and guidance from City of Salinas Public Works staff. The Project trip distribution was developed based on traffic patterns in the study area and knowledge of the study area.
# Intersection Maintaining Agency
1 NB US 101 Ramps & Roy Diaz Street Caltrans
2 Terven Avenue & Airport Boulevard Caltrans
3 Roy Diaz Street & Airport Boulevard City of Salinas
4 Skyway Boulevard & Airport Boulevard City of Salinas
5 East Alisal Street & Skyway Boulevard City of Salinas

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Trip Generation Estimates
The Project proposes to develop 229,000 square feet of warehouse at an existing 13.25-acre vacant site in the City of Salinas. Based on the Project description and ITE data and methodologies, the Project trip generation would be 400 daily trips, 51 AM peak hour trips (39 IN / 12 OUT) and 54 PM peak hour trips (15 IN / 39 OUT).

Required Intersection Improvements
Construction of the Project would result in level of service deficiencies at study intersections primarily where intersections are already failing in base (without project) conditions.

The following recommendations are provided to improve any potential project deficiencies on intersections that are operating below city/state LOS standards for each of the following scenarios:

Cumulative Plus Project Conditions
The planned US 101 / Harris Road interchange, which is assumed to be built by the year 2035 is anticipated to alter traffic patterns by shifting some traffic from Airport Boulevard and Sanborn Road interchanges as well as the Blanco Road / Sanborn Road corridor to the new interchange.

This improvement is expected to reduce traffic volumes along Airport Boulevard by approximately 25% compared to no interchange conditions. As a result of this assumption all intersections are anticipated to operate at acceptable LOS under Cumulative Plus Project conditions except for:
• The intersection of Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps is anticipated to operate at LOS F during the AM peak hour and LOS D during the PM peak hour.

Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps Improvement: The new Airport Boulevard Interchange project should be constructed. The City of Salinas 2010 Traffic Improvement Program (TIP) and Traffic Fee Ordinance (TFO) identifies the Airport Boulevard.

Interchange Project (#38) for future improvements. This improvement would improve the operation of the intersection to acceptable LOS under cumulative plus project conditions. Because this project is included in the city’s TFO, payment of traffic impact fees will improve Project caused deficiencies at this intersection. The improvement has however substantial financial implications and the burden such that no single project can implement the improvement. The recently approved Travel Center study has also identified the deficiency and the applicant will also contribute towards the improvement through payment of the City TIF.

It is anticipated that after the completion of the Airport Boulevard Interchange Project the study intersection will operate at LOS C during the AM and PM peak hours under Cumulative Plus Project conditions.

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Traffic Impact Fees
The City of Salinas has a TIF program for Projects to pay into, therefore, the proposed Project is responsible for TIF payments as outlined in the City of Salinas TFO. When this analysis was previously conducted in 2019, developments paid $390 per daily trip as outlined in the annually adjusted traffic fee schedule. The total fee for the proposed project generating 400 daily trips is $156,000. It should be noted that this fee will be updated, and the Project is responsible for paying the most current fees.

The Transportation Agency for Monterey County (TAMC) also has a TIF program for Projects to pay into, therefore, the proposed Project is responsible for TIF payments as outlined in the Regional Development Impact Fee Calculation Worksheet (2022). The total fee for the proposed project is $244,730.55.

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2. INTRODUCTION
This Local Transportation Analysis (LTA) presents the findings of a transportation evaluation that was conducted to analyze the development of an industrial park project at the Salinas Municipal Airport and potential effects it could have on the local transportation network. The project consists of 229,000 square feet of warehousing.

This study complies with local transportation analysis guidelines and criteria set forth by the City of Salinas and study intersections were selected based on discussion with City of Salinas staff.

Figure 1 shows the proposed project site location.

Analysis Methodology
Development Conditions
This transportation study analysis is based on the following development conditions:

Scenario 1: Existing Conditions
This scenario represents current traffic count data that was collected on Tuesday, November 14, 2023, and existing roadway geometry and traffic control.

Scenario 2: Existing Plus Project Conditions
This scenario represents existing traffic conditions with the addition of the proposed Project.

Scenario 3: Background Conditions
This scenario represents existing conditions lane geometries and traffic control plus background development estimated for approved and pending projects that are anticipated to occur by the time the Project is constructed. The volume forecasts are based on a list of pending and approved development projects provided by City of Salinas staff.

Scenario 4: Background Plus Project Conditions
This scenario represents background traffic conditions with the addition of the proposed Project.

Scenario 5: Cumulative Conditions
This scenario is based on the cumulative roadway network and traffic conditions that would occur with the buildout of the City of Salinas General Plan by the year 2040.

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Figure 1
Project Location Map
Google Earth
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Scenario 6: Cumulative Plus Project Conditions
This scenario represents cumulative year traffic conditions with the addition of the proposed Project.

Operating Conditions and Criteria for Intersections
Analysis of potential deficiencies at roadway intersections is based on the concept of Level of Service (LOS). The LOS of an intersection is a qualitative measure used to describe operational conditions. LOS ranges from A (best), which represents minimal delay, to F (worst), which represents heavy delay and a facility that is operating at or near its functional capacity. Levels of Service for this study were determined using methods defined in the Highway Capacity Manual (HCM) 6
th Edition and Synchro 11, and Sidra Intersection 9.1 traffic analyses software.

HCM methodologies include procedures for analyzing side-street stop-controlled (SSSC), all-way stop-controlled (AWSC), and signalized intersections. The SSSC procedure defines LOS as a function of average control delay for each minor street approach movement. Conversely, the AWSC and signalized intersection procedures define LOS as a function of average control delay for the overall intersection. Table 1 relates the operational characteristics associated with each LOS category for signalized and unsignalized intersections.

Table 1 – Intersection Level of Service Definitions
Level of
Service Description
Signalized
(Avg. control delay
per vehicle sec/veh.)
Unsignalized
(Avg. control delay
per vehicle sec/veh.)
A Free flow with no delays. Users are virtually
unaffected by others in the traffic stream Less than 10 less than 10 B Stable traffic. Traffic flows smoothly with few
delays.
less than or equal
to 10 to 20
less than or equal to
10 to 15
C
Stable flow but the operation of individual users
becomes affected by other vehicles. Modest
delays.
less than or equal to
20 to 35
less than or equal to
15 to 25
D
Approaching unstable flow. Operation of
individual users becomes significantly affected
by other vehicles. Delays may be more than
one cycle during peak hours.
less than or equal to
35 to 55
less than or equal to
25 to 35
E
Unstable flow with operating conditions at or
near the capacity level. Long delays and vehicle
queuing.
less than or equal to
55 to 80
less than or equal to
35 to 50
F
Forced or breakdown flow that causes reduced
capacity. Stop and go traffic conditions.

Excessive long delays and vehicle queuing.
greater than or equal
to 80
greater than or equal
to 50
Sources: Transportation Research Board, Highway Capacity Manual 6th Edition, National Research Council.

Operating Conditions and Criteria
Analysis of potential deficiencies at roundabouts is based on the concept of Level of Service (LOS). The LOS of roundabouts is a qualitative measure used to describe operational conditions.

LOS ranges from A (best), which represents minimal delay, to F (worst). Levels of Service for this study were determined using methods defined in the Highway Capacity Manual (HCM) and SIDRA 9.1 traffic analysis software.

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Project deficiencies are determined by comparing “no project” conditions to “plus project” conditions, which indicates whether proposed projects are anticipated to cause deficiencies to the transportation network. Intersections deficiencies are created when traffic from the proposed Project causes the LOS to fall below the maintaining agency’s LOS threshold or causes deficient intersections to deteriorate further.

All study intersections are located within the City of Salinas and are maintained by either the City of Salinas or Caltrans. The City and Caltrans LOS standards and deficiency criteria are described below.

Roundabouts
Roundabout analysis often requires careful calibration of the software model to conditions observed in the field to obtain accurate V/C. SIDRA 9.1 allows for this level of calibration to reflect actual operating conditions observed at study roundabouts. The National Cooperative Highway Research Program (NCHRP) Report 1043 states that a volume-to-capacity (V/C) ratio in the range of 0.85 to 0.90 represents an approximate threshold for satisfactory operation. However, a V/C ratio of 0.85 need not be considered an absolute threshold and that it is encouraged to conduct additional analysis to evaluate deficiencies on delays or queues.

City of Salinas (City)
The City of Salinas Traffic Level of Service (LOS) Criteria Policy C-1.2 (2002) establishes LOS D as the minimum acceptable LOS for all intersections and roadways within the city limits.

Deficiencies occur when the addition of project traffic cause an intersection to operate at LOS E or LOS F. New developments are required to contribute to any improvements to the roadway network that are necessitated by the additional traffic generated by the new development.

Caltrans
Per the Caltrans “Vehicle Miles Traveled-Focused Transportation Impact Study” Caltrans no longer has a LOS threshold standard and provides guidance on VMT analysis. Therefore, the LOS threshold from the City of Salinas was utilized to identify deficiencies for informational purposes. The City of Salinas establishes LOS D as the minimum acceptable LOS for all intersections and roadways within the City limits.

Per Appendix A of the Caltrans “Traffic Safety Bulletin 20-02-R1” traffic safety mitigation may be requested if freeway exit ramp queuing does not occur under the existing condition, but project generated traffic volumes will cause a queue to exist onto the freeway mainline, creating a speed differential of 30 mph or greater.

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Study Intersections and Freeway Segments
The proposed Project would generate new vehicular trips that would increase traffic volumes on the local street network. To assess changes in traffic conditions, the intersections listed in Table 2 were selected for evaluation in consultation with City of Salinas staff. These study intersections are illustrated in Figure 2.

Table 2 – Study Intersections
# Intersection Maintaining
Agency
LOS
Standard
Intersection
Control
1 NB US 101 Ramps & Roy Diaz St Caltrans D SSSC
2 Terven Ave / Airport Blvd & SB US 101 Ramps Caltrans D Signalized 3 Roy Diaz St & Airport Blvd City of Salinas D Signalized 4 Skyway Blvd & Airport Blvd City of Salinas D AWSC
5 East Alisal St & Skyway Blvd City of Salinas D Roundabout Traffic Impact Fees
Section 7 of the 2010 City of Salinas Traffic Improvement Program outlines a Traffic Impact Fee (TIF) program for projects to pay into to help improve transportation related deficiencies throughout the city. The Transportation Agency for Monterey County (TAMC) also utilizes a TIF program for projects to pay into to help improve regional transportation related deficiencies throughout the County. It is anticipated the proposed Project would pay into the transportation impact fee programs to help fund improvements for the Project. When a cumulative improvement in this report is included in either the City of Salinas TIF or the TAMC TIF, it is identified as eligible for improvement through the payment of a TIF by the project.

TIA fees are discussed further in Chapter 8 of this report.

Report Organization
This transportation analysis includes the following chapters:

Chapter 2 describes the existing pedestrian, bike, transit, and motorist transportation system in the Project vicinity, as well as current operating conditions at study intersections.

Chapter 3 discusses the proposed Project’s trip generation characteristics, as well as methodologies and assumptions used to estimate the net Project traffic added to study intersections.

Chapter 4 discusses Existing Plus Project Conditions and analysis.

Chapter 5 discusses Background Conditions with and without the Project.

Chapter 6 discusses Cumulative Conditions with and without the Project.

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Chapter 7 presents potential deficiencies on pedestrian, bicycle, and transit mobility due to the Project.

Chapter 8 describes traffic impact fee (TIF) programs within the city and calculates the TIF for the proposed development.

A technical Appendix is also attached containing traffic count data, and intersection level of service analysis output sheets.

DRAFT
Figure 2
Study Intersection Map
Google Earth
LEGEND
#
2 1
3 4
5 DRAFT

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3. EXISTING CONDITIONS
This chapter describes existing transportation network conditions including local roadways, traffic count data, and nearby transit stops, as well as connectivity of pedestrian and bicyclist facilities.

Existing Roadway Network
The following describes the principal roadways located in the study area:

East Alisal Street is in the southern portion of the city beginning as West Alisal Street at West Blanco Road and curving northeast toward Main Street. East Alisal Street continues east of Main Street under US 101 to the Hartnell College East Campus, curving south and changing names to Alisal Road at the eastern city limits. Alisal Street is owned and maintained by the City of Salinas and is generally classified as a four-lane major arterial street; with separate left-turn pockets provided at most intersections. The City has adopted plans which recommend a road-diet option to convert East Alisal Street to a 3-lane facility with bike lanes. The posted speed limit is 30 miles per hour west of the study area and 35 miles per hour in the study area.

Skyway Boulevard is a north/south four-lane undivided minor arterial extending from Mortensen Avenue in the south to East Alisal Street in the north. The street is approximately one-half mile long and provides access to the Salinas Airport from the north. This street is owned and maintained by the City of Salinas with an existing speed limit of 35 miles per hour. For the purpose of analysis in this report the existing speed limit was used. However, it is acknowledged that this speed limit will soon expire and may be changed pursuant to findings of an ongoing study.

Airport Boulevard is an east/west undivided two-lane minor arterial extending from Hansen Street in the west to Skyway Boulevard in the east. The street is approximately one mile long and provides access between the airport and Southbound US 101 as well as access to the southwest side of the city. This street is owned and maintained by the City of Salinas with a speed limit of 45 miles per hour.

Roy Diaz Street is a north/south two-lane undivided collector extending from Airport Boulevard in the north to the Northbound US 101 Ramps in the south. The street is approximately one-third mile long and provides access to the Salinas Airport from Northbound US 101. This street is owned and maintained by the City of Salinas with a speed limit of 35 miles per hour.

Terven Avenue is a north/south two-lane undivided collector extending from Airport Boulevard in the south to South Sanborn Road in the north. The street is approximately one-half mile long and provides access to industrial businesses on the west side of US 101. This street is owned and maintained by the City of Salinas with a speed limit of 35 miles per hour.

US 101 is a north/south four-lane divided freeway serving as the major arterial connecting Salinas to the surrounding region. It provides access to Roy Diaz Street and Airport Boulevard near the study area. This street is owned and maintained by the State of California Department of Transportation with a speed limit of 65 miles per hour.

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Existing Peak-Hour Turning Movement Volumes
Weekday intersection turning movement volumes for the existing study intersections were collected on November 14, 2023. Traffic volume count data for intersections was collected from 6:30 to 9:00 AM and 4:00 to 6:00 PM to include peak AM and PM commute times. The count data includes vehicles, bicycles, and pedestrians and all traffic counts were collected when the weather was fair.

The highest one-hour morning (AM) and one-hour evening (PM) peaks were selected for analysis, consistent with City and State guidelines. Peak hour volumes at each intersection’s respective peak were conservatively used in this analysis, therefore, some volume imbalances were observed between study intersections. Existing study intersection geometries are shown in Figure 3 while peak hour turning movement volumes are shown in Figure 4.

The peak hour factor (PHF) is a measure that reflects peak 15-minute traffic volumes that occur during an analysis hour at intersection i and can be calculated using the following formula:

=

4 ∗ (15

)
Traffic count data indicates that PHF at the study intersections range from 0.79 to 0.87 during the AM peak hour and 0.79 to 0.91 during the PM peak hour.

U-turns are analyzed (and illustrated in all figures) as left-turns as HCM methodologies do not support analysis of u-turns. Intersection volume data sheets for all traffic counts are provided in the Appendix.

DRAFT
FIGURE 3

EXISTING CONDITIONS

LANE GEOMETRY AND TRAFFIC CONTROL
NB US 101 Ramps
Roy Diaz St
1 Roy Diaz St

SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY

TRAFFIC SIGNAL

STOP SIGN
INTERSECTION
N
LEGEND
Terven Ave
Airport Blvd
Airport Blvd

SB US 101 Ramps
Roy Diaz St
Airport Blvd
3 Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd

Quilla St
Skyway Blvd
East Alisal St

East Alisal St STOP
10
0
10
0
00

ROUNDABOUT
STOP
STOP
00

PROJECT SITE
0
10
STOP
STOP

TURNING LANE STORAGE (FT)(XX
)
DRAFT
FIGURE 4

EXISTING CONDITIONS

TRAFFIC TURNING MOVEMENT VOLUMES
0(1)
213(216)
3(2)
207(636)
3(3)
2(1)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
284(175)
389(133)
70(31)
10(41)
40(65)
21(48)
99(137)
57(35)
63(140)
104(114)
205(121)

114(265)
299(312)
125(421)
475(491)
168(194)
73(63)

32(14)
230(733)
11(11)
478(208)
6(25)
12(30)
4 254(110)
436(308)
9(11)
72(31)
323(448)
13(21)
17(11)
189(56)
59(34)
166(501)
41(168)
18(110)

N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven Ave
Airport Blvd
Airport Blvd
SB US 101 Ramps
Roy Diaz St
Airport Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
Quilla St
Skyway Blvd
East Alisal St
East Alisal St

STOPSTOP

TRAFFIC SIGNAL

STOP SIGN
INTERSECTION
LEGEND
STOP

ROUNDABOUT
AM(PM) PEAK HOUR VOLUMESXX(<<)

PROJECT SITE
STOP
STOP
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Existing Transit Facilities
Monterey-Salinas Transit (MST) provides bus services throughout the greater Monterey and Salinas areas specifically providing bus service within the Project study area.

The MST Route 96: Salinas – Salinas Airport Business Center extends from the Salinas Transit Center along East Alisal Street and Front Street to the County Government Center where it continues to Airport Blvd and Moffett Street to the Salinas Airport Business Center. The closest stop to the Project is located on Moffett Street approximately 2,500 feet from the Project site.

Service is provided every 60 minutes beginning in the morning at 7:15 AM and terminating at 6:04 PM.

Existing Pedestrian and Bicycle Facilities
The following sections describe pedestrian and bicycle facilities within the study area.

Pedestrians
Sidewalk access near the proposed Project site is provided along both sides of Airport Boulevard west of Mercer Way and limited to the north side of Airport Boulevard east of Mercer Way. Skyway Boulevard only has sidewalk and pedestrian facilities immediately surrounding the roundabout at East Alisal Street. There is little connectivity between sidewalks and crosswalks between Airport Boulevard and Skyway Boulevard. It is anticipated that with infill development in the airport area, including this development, a more connected sidewalk network will be constructed. The proposed Project study area is currently pedestrian prohibitive.

Bicycles
The City of Salinas provides a map of existing city bicycle facilities on their website under GIS resources. This map summarizes which roadways and paths serve cyclists and includes location and bike route class.

Class I facilities are paved bicycle paths that are physically separated from the vehicular travel lane. They typically follow waterways, parks, or ocean lines and do not necessarily run parallel to a roadway. No Class I facilities exist near the Project site (within ½ mile).

Class II facilities are striped bike lanes along the street. Class II bike facilities are provided near the Project site. The proposed Project site can be accessed along dedicated Class II bicycle facilities via Airport Boulevard, Roy Diaz Street, Skyway Boulevard, and East Alisal Street.

Class III bicycle facilities are bike routes denoted by signs that are shared with vehicles along the roadway. Moffett Street is approximately one-third mile away from the proposed Project site and is identified by the City of Salinas bikeways map as a Class III facility.

Class IV bicycle facilities are separated bikeways for the exclusive use of bicycles. The bikeway may be separated from the roadway by grade separation, flexible posts, inflexible posts, or on- DRAFT

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street parking. These bikeways typically run parallel to or exist adjacent to a roadway. There are no class IV bicycle facilities within the study area.

Existing Level of Service
Traffic operations were evaluated at the study intersections based on existing conditions lane geometry, traffic control, and peak hour traffic volumes. HCM analysis results show that all study intersections currently operate at an acceptable LOS during the AM and PM peak hours when measured against the maintaining agency’s LOS standard.

For Intersection #4, it was determined that HCM 2010 and HCM 6 is unable to calculate an appropriate LOS for the southbound channelized right turn movement. The delay and LOS provided in Table 3 presents the average delay of 5 simulations utilizing SimTraffic.

It was determined that all intersections operate at an acceptable LOS. Since Caltrans does not have an LOS standard, queues were also performed in Section 8 of this report. The LOS provided is for informational purposes only.

Analysis results are presented in Table 3 and Synchro and SimTraffic output sheets are provided in the Appendix.

Table 3 – Existing Conditions Intersection Level of Service # Intersection Maintaining
Agency & Standard1
Control
Type
Existing Conditions
AM Peak Hour PM Peak Hour
MVMT Delay2 LOS V/C MVMT Delay2 LOS V/C
1 Roy Diaz St & US 101 NB Ramps
Caltrans D SSSC - - - - - - - -
Worst Approach EB 10.4 B - EB 10.0 B -
2 Airport Blvd / Terven Ave &
US 101 SB On/Off Ramp Caltrans D Signal - 27.3 C - - 25.8 C - 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 16.8 B - - 27.2 C - 4 Airport Blvd & Skyway Blvd (SimTraffic) Salinas D AWSC - 3.0 A - - 6.9 A - 5 E. Alisal St & Quilla St / Skyway Blvd Salinas 0.85-1.0 RAB - - - 0.41 - - - 0.46 Notes:

1. Delay indicated in seconds/vehicle.

2. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-Way Stop Control, RAB = Roundabout

3. Salinas LOS standard is D. Caltrans no longer has a LOS threshold standard; therefore, the City of Salinas LOS standard of D was utilized as a threshold.

4. Intersections that operate below the maintaining agency’s LOS standard are highlighted.

5. A V/C ratio of 0.85 should not be considered an absolute threshold. Where operational analysis finds the V/C ratio above 0.85, it is encouraged to conduct additional sensitivity analysis to evaluate delays and queues.

6. Analysis performed using HCM 6th Edition methodologies.

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4. PROPOSED PROJECT
The Project proposes to develop a 13.25-acre vacant site owned by the City of Salinas into a warehouse. The site is located on the northwest side of the Salinas Municipal Airport and bounded by Airport Boulevard to the north, Mortensen Avenue to the south, Skyway Boulevard to the east and Mercer Way to the west. The Project proposes to construct approximately 229,000 square feet of warehousing.

Trip Generation Estimates
Trip generation was developed for this Project using the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition (2023). A trip is defined in Trip Generation as a single or one-directional vehicle movement with either the origin or destination at the Project site. In other words, a trip can be either “to” or “from” the site. In addition, a single customer visit to a site is counted as two trips (i.e., one to and one from the site).

For purposes of determining the worst-case deficiencies of the project, trip generation estimates were calculated for the AM peak hour (between 7:00AM to 9:00AM) and the PM peak hour (between 4:00PM to 6:00PM). While the Project itself may generate traffic during other times of the day (i.e. deliveries, service vehicles, etc.), the estimates presented in this section represent the worst-case scenario for traffic conditions within the study area.

Project Trip Generation Estimates
The Project proposes to construct approximately 229,000 square feet of warehousing which is categorized as ITE land use code (LUC) 150.

No land uses currently exist on the Project site and no trip credits are assumed in this analysis.

Furthermore, internal capture, pass-by, and diverted trip reductions were not applied in this evaluation.

Based on the Project description and ITE data and methodologies, the Project trip generation would be 400 daily trips, 51 AM peak hour trips (39 IN / 12 OUT) and 54 PM peak hour trips (15 IN / 39 OUT).

Table 4 shows trip generation estimates for buildout of the Project.

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Table 4 – Project Trip Generation
Trip Generation
Rates
ITE Land Use
Code/Reference Units Daily Weekday AM Weekday PM
Total IN / OUT Total IN / OUT
Warehouse ITE 150 - KSF - - 77% / 23% - 28% / 72%
Proposed Project
Warehouse 229 KSF 400 51 39 / 12 54 15 / 39
Original Total 1,214 153 114 / 39 94 20 / 74
Proposed Project - Original (814) (102) (75) / (27) (40) (5) / (35) Notes

1. ITE Code 150 trip generation based on the following equations:
- Daily: T = 1.58(x) + 38.29
- AM: T = 0.12(x) + 23.62
- PM: T = 0.12(x) + 26.48
Source: Institute of Transportation Engineers (ITE) Trip Generation 11th Edition, 2023 Distribution and Assignment
The proposed Project’s trip distribution was estimated based on existing traffic patterns and knowledge of the study area. In addition, trip distribution patterns identified and assumed in the adjacent Salinas Travel Center TIA (2017) were incorporated.

Project trips will primarily consist of employees of the various businesses within the Project traveling to and from their homes. Other trips to and from the Project may include truck deliveries, city utility vehicles, or customers/clients of the industrial park. Traffic volumes are anticipated to increase primarily along Skyway Boulevard and Airport Boulevard due to the proposed Project.

Internal Project circulation is anticipated to be facilitated by Mercer Way, Mortenson Avenue, Anderson Avenue, and Jeffery Avenue. The following trip distribution percentages were estimated based the previous analysis conducted for the Project site as well as knowledge of the study area:
• 11% east along East Alisal Street
• 11% west along East Alisal Street
• 11% north along Quilla Street and Williams Road
• 30% north along US 101
• 25% south along US 101
• 8% northwest along Terven Avenue
• 4% southwest along Airport Boulevard
Figure 5 illustrates the assumed trip distribution in relation to the Project site and study intersections.

The Project trip assignment – as shown in Figure 6 – indicates the number of new motor vehicles that would be added to the study network once the Project is constructed.

DRAFT
Figure 5
Passenger Car Trip Distribution Map
Google Earth
LEGEND
#
XX%
2 1
3 4
5 25%
4%
30%
11%
11%
11%
4%
4%
DRAFT
FIGURE 6

EXISTING CONDITIONS

PROJECT TRIP ASSIGNMENT
10(4)
5(12)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
12(5)
3(1)
3(10)
1(3)
0(2)

5(12)
4(15)
17(7)
10(4)

3(12)
12(4)

4(1)
4(1)
4(2)
1(4)
1(4)
1(4)

N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven Ave
Airport Blvd
Airport Blvd
SB US 101 Ramps
Roy Diaz St
Airport Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
Quilla St
Skyway Blvd
East Alisal St
East Alisal St

STOPSTOP

TRAFFIC SIGNAL

STOP SIGN
INTERSECTION
LEGEND
STOP

ROUNDABOUT
AM(PM) PEAK HOUR VOLUMESXX(<<)

PROJECT SITE
STOP
STOP
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5. EXISTING PLUS PROJECT CONDITIONS
Traffic operations were evaluated at the study intersections under Existing Plus Project conditions. Figure 7 shows the Existing Plus Project peak hour vehicle volumes.

HCM analysis results show that all the study intersections will operate at an acceptable LOS during the AM and PM peak hours under Existing Plus Project Conditions when measuring against the maintaining agency’s LOS standard.

For Intersection #4, it was determined that HCM 2010 and HCM 6 is unable to calculate an appropriate LOS for the southbound channelized right turn movement. The delay and LOS provided in Table 5 presents the average delay of 5 simulations utilizing SimTraffic.

Existing Plus Project analysis results are presented in Table 5. Synchro and SimTraffic output sheets are provided in the Appendix.

DRAFT
FIGURE 7

EXISTING PLUS PROJECT CONDITIONS

TRAFFIC TURNING MOVEMENT VOLUMES
0(1)
223(220)
3(2)
212(648)
3(3)
2(1)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
296(180)
389(133)
70(31)
10(41)
40(65)
21(48)
102(138)
57(35)
66(150)
105(117)
205(123)

119(277)
303(327)
125(421)
492(498)
178(198)
73(63)

32(14)
233(745)
11(11)
490(212)
6(25)
12(30)

258(111)
436(308)
9(11)
76(32)
323(448)
13(21)
17(11)
193(58)
59(34)
167(505)
42(172)
19(114)

N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven Ave
Airport Blvd
Airport Blvd
SB US 101 Ramps
Roy Diaz St
Airport Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
Quilla St
Skyway Blvd
East Alisal St
East Alisal St

STOPSTOP

TRAFFIC SIGNAL

STOP SIGN
INTERSECTION
LEGEND
STOP

ROUNDABOUT
AM(PM) PEAK HOUR VOLUMESXX(<<)

PROJECT SITE
STOP
STOP
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Table 5 – Existing Plus Project Conditions Intersection Level of Service # Intersection
Maintaining
Agency
& Standard
Control
Type
Existing Conditions Existing Plus Project Conditions
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
MVMT Delay2 LOS V/C MVMT Delay2 LOS V/C MVMT Delay2 LOS V/C MVMT Delay2 LOS V/C 1 Roy Diaz St & US 101 NB Ramps
Caltrans D SSSC
- - - - - - - - - - - - - - - -
Worst Approach EB 10.4 B - EB 10.0 B - EB 10.5 B - EB 10.0 B - 2 Airport Blvd / Terven Ave & US 101 SB On/Off Ramp Caltrans D Signal - 27.3 C - - 25.8 C - - 27.7 C - - 26.1 C - 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 16.8 B - - 27.2 C - - 17.7 B - - 29.1 C - 4 Airport Blvd & Skyway Blvd (SimTraffic) Salinas D AWSC - 3.0 A - - 6.9 A - - 3.0 A - - 7.2 A - 5 E. Alisal St & Quilla St / Skyway Blvd Salinas 0.85 - 1.0 RAB - - - 0.41 - - - 0.46 - - - 0.41 - - - 0.46 Notes:

1. Analysis performed using HCM 6th Edition methodologies.

2. Delay indicated in seconds/vehicle.

3. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-way Stop Control, RAB = Roundabout

4. Salinas LOS standard is D. Caltrans no longer has a LOS threshold standard; therefore, the City of Salinas LOS standard of D was utilized as a threshold.

5. Intersections that operate below the City’s/State’s LOS standard are highlighted and project deficiencies are shown in bold.

6.A V/C ratio of 0.85 should not be considered an absolute threshold. Where operational analysis finds the V/C ratio above 0.85, it is encouraged to conduct additional sensitivity analysis to evaluate delays and queues.

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6. BACKGROUND CONDITIONS
Background conditions describe the conditions when Project construction would be completed, and the Project open to the public. Traffic volumes, transportation network improvements, and operations that are anticipated to occur by the opening year of the Project were determined in consultation with the City of Salinas staff. The following development conditions are evaluated in this chapter:
• Background Conditions
• Background Plus Project Conditions
Proposed Transportation Improvements
Per discussions with City of Salinas staff, no near-term funded roadway or intersection improvements are expected to be constructed at transportation facilities that are studied in this TIA. Therefore, existing conditions geometries and intersection control are assumed for Background conditions.

Figure 8 illustrates the intersection geometry and traffic control assumed in the Background conditions analysis, which matches Existing conditions.

Traffic Volume Development
Background condition traffic volumes were calculated by identifying the approved, pending, and proposed development projects in the study area that have not yet been constructed. The development projects were provided by City of Salinas staff and identified due to their proximity to the study facilities and because it is anticipated that they would add traffic to the road network by the time the Airport Industrial Park project is completed.

The following development projects were considered in Background conditions volume assumptions:
• Salinas Travel Center: Development of a 64-acre area located between US 101 and Roy Diaz Street that includes a fueling station for trucks and automobiles, a convenience store, a fast-food restaurant, a truck tire shop, and a 79-room hotel.

New traffic due to the approved, pending, and proposed development projects was estimated and added to the existing peak hour traffic volumes to determine Background conditions peak hour volumes, which are presented in Figure 9.

Background Conditions Level of Service
Background conditions intersection operations were evaluated at the study intersections based on described lane geometry, traffic control, and peak hour vehicle volumes.

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For Intersection #1, the south leg is currently a dead end. With the addition of the Salinas Travel Center, the south leg will develop increasing volumes utilizing this leg. Due to the increase in traffic the following revisions were made from Existing Conditions:
• The intersection peak hour factor in the AM and PM peak hour for movements that will utilize the south leg will increase to a 0.92.
• The heavy vehicles utilizing this intersection will be revised based on the industrial land use proposed on the south leg of the intersection. Refer to the Appendix for revisions.

For Intersection #4, it was determined that HCM 2010 and HCM 6 is unable to calculate an appropriate LOS for the southbound channelized right turn movement. The delay and LOS provided in Table 6 presents the average delay of 5 simulations utilizing SimTraffic.

It was determined that all study intersection operate at an acceptable LOS in Background Conditions. Since Caltrans does not have an LOS standard, queues were also performed in Section 8 of this report. The LOS provided is for informational purposes only.

It should be noted that the Salinas Travel Center is required to perform an Intersection Control Analysis (ICE) analysis for the Roy Diaz Street & US 101 NB Ramps intersection. This ICE analysis will review multiple intersection control devices to determine the most appropriate intersection control.

Analysis results are presented in Table 6. Synchro and SimTraffic output sheets are provided in the Appendix.

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Table 6 – Background Conditions Intersection Level of Service # Intersection
Maintaining
Agency &
Standard
Control
Type
Background Conditions
AM Peak Hour PM Peak Hour
MVMT Delay2 LOS V/C MVMT Delay2 LOS V/C
1 Roy Diaz St & US 101 NB Ramps
Caltrans D SSSC
- - - - - - - -
Worst Approach EB 19.2 C - EB 37.2 E -
2 Airport Blvd / Terven Ave &
US 101 SB On/Off Ramp Caltrans D Signal - 33.8 C - - 30.5 C - 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 19.8 B - - 48.2 D - 4 Airport Blvd & Skyway Blvd (SimTraffic) Salinas D AWSC - 3.5 A - - 7.4 A - 5 E. Alisal St & Quilla St / Skyway Blvd Salinas D RAB - - - 0.49 - - - 0.48 Notes:

1. Analysis performed using HCM 6th Edition methodologies.

2. Delay indicated in seconds/vehicle.

3. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-Way Stop Control, RAB = Roundabout

4. Salinas LOS standard is D. Caltrans no longer has a LOS threshold standard; therefore, the City of Salinas LOS standard of D was utilized as a threshold.

5. Intersections that operate below City’s LOS standard are highlighted.

6. A V/C ratio of 0.85 should not be considered an absolute threshold. Where operational analysis finds the V/C ratio above 0.85, it is encouraged to conduct additional sensitivity analysis to evaluate delays and queues.

DRAFT
FIGURE 8

BACKGROUND CONDITIONS

LANE GEOMETRY AND TRAFFIC CONTROL
NB US 101 Ramps
Roy Diaz St
1 Roy Diaz St

SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY

TRAFFIC SIGNAL

STOP SIGN
INTERSECTION
N
LEGEND
Terven Ave
Airport Blvd
Airport Blvd

SB US 101 Ramps
Roy Diaz St
Airport Blvd

Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd

Quilla St
Skyway Blvd
East Alisal St

East Alisal St STOP
10
0
10
0
00

ROUNDABOUT
STOP
STOP
00
0
10
STOP
STOP
TURNING LANE STORAGE (FT)(;;
)

PROJECT SITE
DRAFT
FIGURE 9

BACKGROUND CONDITIONS

TRAFFIC TURNING MOVEMENT VOLUMES
98(16)
226(232)
222(34)
222(659)
29(207)
20(139)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
416(211)
389(133)
70(31)
10(41)
40(65)
21(48)
132(156)
57(35)
87(261)
114(142)
223(171)

186(299)
299(312)
341(506)
475(491)
192(275)
125(262)

32(14)
254(814)
11(11)
550(242)
6(25)
12(30)

267(121)
436(308)
9(11)
80(36)
323(448)
13(21)
17(11)
240(75)
59(34)
173(517)
55(224)
21(119)

N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven Ave
Airport Blvd
Airport Blvd
SB US 101 Ramps
Roy Diaz St
Airport Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
Quilla St
Skyway Blvd
East Alisal St
East Alisal St

STOPSTOP

TRAFFIC SIGNAL

STOP SIGN
INTERSECTION
LEGEND
STOP

ROUNDABOUT
AM(PM) PEAK HOUR VOLUMES;;(<<)

PROJECT SITE
STOP
STOP
DRAFT

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Background Plus Project Level of Service
Traffic operations were evaluated at the study intersections based on Background Plus Project Conditions. Background Plus Project peak hour volumes are shown in Figure 10.

For Intersection #4, it was determined that HCM 2010 and HCM 6 is unable to calculate an appropriate LOS for the southbound channelized right turn movement. The delay and LOS provided in Table 7 presents the average delay of 5 simulations utilizing SimTraffic.

Background Plus Project Conditions analysis results are summarized in Table 7. Synchro and SimTraffic output sheets are provided in the Appendix.

DRAFT
FIGURE 10

BACKGROUND PLUS PROJECT CONDITIONS

TRAFFIC TURNING MOVEMENT VOLUMES
98(16)
236(236)
222(34)
227(671)
29(207)
20(139)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
428(216)
389(133)
70(31)
10(41)
40(65)
21(48)
135(157)
57(35)
90(271)
115(145)
223(173)

191(311)
303(327)
341(506)
492(498)
202(279)
125(262)

32(14)
257(826)
11(11)
562(246)
6(25)
12(30)

271(122)
436(308)
9(11)
84(37)
323(448)
13(21)
17(11)
244(77)
59(34)
174(521)
56(228)
22(123)

N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven Ave
Airport Blvd
Airport Blvd
SB US 101 Ramps
Roy Diaz St
Airport Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
Quilla St
Skyway Blvd
East Alisal St
East Alisal St

STOPSTOP

TRAFFIC SIGNAL

STOP SIGN
INTERSECTION
LEGEND
STOP

ROUNDABOUT
AM(PM) PEAK HOUR VOLUMES;;(<<)

PROJECT SITE
STOP
STOP
DRAFT

197479101 Local Transportation Analysis Airport Industrial Park December 2023

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Table 7 – Background Plus Project Conditions Intersection Level of Service # Intersection
Maintaining
Agency &
Standard
Control
Type
Background Conditions Background Plus Project Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
MVMT Delay2 LOS V/C MVMT Delay2 LOS V/C MVMT Delay2 LOS V/C MVMT Delay2 LOS V/C 1 Roy Diaz St & US 101 NB Ramps
Caltrans D SSSC
- - - - - - - - - - - - - - - -
Worst Approach EB 19.2 C - EB 37.2 E - EB 20.0 C - EB 38.9 E - 2 Airport Blvd / Terven Ave &
US 101 SB On/Off Ramp Caltrans D Signal - 33.8 C - - 30.5 C - - 34.5 C - - 31.0 C - 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 19.8 B - - 48.2 D - - 21.1 C - - 50.8 D - 4 Airport Blvd & Skyway Blvd (SimTraffic) Salinas D AWSC - 3.5 A - - 7.4 A - - 3.7 A - - 7.5 A - 5 E. Alisal St & Quilla St / Skyway Blvd Salinas 0.85-1.0 RAB - - - 0.49 - - - 0.48 - - - 0.50 - - - 0.48 Notes:

1. Analysis performed using HCM 6th Edition methodologies.

2. Delay indicated in seconds/vehicle.

3. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-Way Stop Control, RAB = Roundabout

4. Salinas LOS standard is D. Caltrans no longer has a LOS threshold standard; therefore, the City of Salinas LOS standard of D was utilized as a threshold.

5. Intersections that operate below City/State LOS standard are highlighted and project deficiencies shown in bold.

6. A V/C ratio of 0.85 should not be considered an absolute threshold. Where operational analysis finds the V/C ratio above 0.85, it is encouraged to conduct additional sensitivity analysis to evaluate delays and queues.

DRAFT

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7. CUMULATIVE CONDITIONS
Traffic operations were evaluated for the following cumulative scenarios:
• Cumulative (2040) Conditions
• Cumulative (2040) Plus Project Conditions
Cumulative Transportation Network Improvements
For the Cumulative Transportation Network, it was assumed that no capacity improvements will be complete at any of the study intersections included in this study under Cumulative Conditions.

However, the planned US 101 / Harris Road interchange, which is assumed to be built by the year 2035 is anticipated to alter traffic patterns by shifting some traffic from Airport Boulevard and Sanborn Road interchanges as well as the Blanco Road / Sanborn Road corridor to the new interchange. This improvement is expected to reduce traffic volumes along Airport Boulevard by approximately 25% compared to no interchange conditions. Figure 11 illustrates the intersection geometry and traffic control used in the Cumulative conditions analysis, which are the same as Existing and Background geometries and capacities.

Cumulative Volumes
Cumulative volume growth in the study area was determined from discussion with City of Salinas staff and based on the Association of Monterey Bay Area Government (AMBAG) projected traffic volume model. In addition, volumes presented in the Travel Center TIA (2017) were considered and incorporated into intersection turning movement calculations. Calibrated link level volumes were converted to intersection turning movement counts based on existing turning movement distribution. Cumulative peak hour traffic volumes are shown in Figure 12.

Cumulative Level of Service
Traffic operations were evaluated at the study intersections based on Cumulative lane geometry, traffic control, and peak hour vehicle volumes as shown in Figure 11 and Figure 12 . All intersections are anticipated to operate at acceptable LOS under Cumulative conditions except for:
• The intersection of Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps is anticipated to operate at LOS F during the AM peak hour and LOS D during the PM peak hour.

For Intersection #4, it was determined that HCM 2010 and HCM 6 is unable to calculate an appropriate LOS for the southbound channelized right turn movement. The delay and LOS provided in Table 8 presents the average delay of 5 simulations utilizing SimTraffic.

Analysis results are presented in Table 8. Synchro and SimTraffic output sheets are provided in the Appendix.

DRAFT
FIGURE 11

CUMULATIVE CONDITIONS

LANE GEOMETRY AND TRAFFIC CONTROL
NB US 101 Ramps
Roy Diaz St
1 Roy Diaz St

SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY

TRAFFIC SIGNAL

ROUNDABOUT
STOP
STOP
00
0
10
STOP
STOP
TURNING LANE STORAGE (FT)(;;
)

PROJECT SITE
DRAFT
FIGURE 12

CUMULATIVE CONDITIONS

TRAFFIC TURNING MOVEMENT VOLUMES
100(16)
195(191)
221(32)
313(125)
31(204)
21(142)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
435(235)
360(182)
84(31)
23(28)
76(75)
10(38)
85(99)
31(51)
98(208)
154(92)
289(144)
2 136(226)
146(175)
414(423)
454(421)
97(177)
137(285)

15(17)
119(551)
2(6)
321(340)
1(52)
3(20)

194(130)
337(314)
10(14)
91(23)
288(248)
11(12)
12(4)
118(36)
20(12)
63(261)
19(130)
7(36)

N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven Ave
Airport Blvd
Airport Blvd
SB US 101 Ramps
Roy Diaz St
Airport Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
Quilla St
Skyway Blvd
East Alisal St
East Alisal St

STOPSTOP

TRAFFIC SIGNAL

STOP SIGN
INTERSECTION
LEGEND
STOP

ROUNDABOUT
AM(PM) PEAK HOUR VOLUMES;;(<<)

PROJECT SITE
STOP
STOP
DRAFT

197479101 Local Transportation Analysis
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Table 8 – Cumulative Conditions Intersection Level of Service # Intersection
Maintaining
Agency &
Standard
Control
Type
Cumulative Conditions
AM Peak Hour PM Peak Hour
MVMT Delay2 LOS V/C MVMT Delay2 LOS V/C
1 Roy Diaz St & US 101 NB Ramps
Caltrans D SSSC
- - - - - - - -
Worst Approach EB 25.8 D - EB 23.8 C -
2 Airport Blvd / Terven Ave &
US 101 SB On/Off Ramp Caltrans D Signal - 105.6 F - - 42.4 D - 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 16.4 B - - 33.8 C - 4 Airport Blvd & Skyway Blvd (SimTraffic) Salinas D AWSC - 1.6 A - - 5.0 A - 5 E. Alisal St & Quilla St / Skyway Blvd Salinas 0.85 - 1.0 RAB - - - 0.42 - - - 0.38 Notes:

1. Analysis performed using HCM 6th Edition methodologies.

2. Delay indicated in seconds/vehicle.

3. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-Way Stop Control, RAB = Roundabout

4. Salinas LOS standard is D. Caltrans no longer has a LOS threshold standard; therefore, the City of Salinas LOS standard of D was utilized as a threshold.

5. Intersections that operate below City/State LOS standard are highlighted.

6. A V/C ratio of 0.85 should not be considered an absolute threshold. Where operational analysis finds the V/C ratio above 0.85, it is encouraged to conduct additional sensitivity analysis to evaluate delays and queues.

DRAFT

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Cumulative Plus Project Conditions Intersection Level of Service Traffic operations were evaluated at the study intersections based on Cumulative Plus Project conditions. Cumulative Plus Project peak hour vehicle volumes are shown in Figure 13 . All intersections are anticipated to operate at acceptable LOS under Cumulative Plus Project Conditions except for:
• The intersection of Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps is anticipated to operate at LOS F during the AM peak hour and LOS D during the PM peak hour.

For Intersection #4, it was determined that HCM 2010 and HCM 6 is unable to calculate an appropriate LOS for the southbound channelized right turn movement. The delay and LOS provided in Table 9 presents the average delay of 5 simulations utilizing SimTraffic.

Cumulative Plus Project analysis results are summarized in Table 9. Synchro and SimTraffic output sheets are provided in the Appendix.

Recommended Intersection Improvements
The following intersections are anticipated to be operate at an unacceptable LOS according to the state and city significance criteria:

Airport Boulevard/Terven Avenue & US 101 Southbound On/Off-Ramps:

Deficiency: This intersection operates at unacceptable LOS F conditions during the AM peak hour and LOS D during the PM peak hour under Cumulative Conditions. Therefore, the addition of any project traffic is considered a Project caused deficiency.

Improvement: The new Airport Boulevard Interchange project should be constructed. The City of Salinas 2010 Traffic Improvement Program (TIP) and Traffic Fee Ordinance (TFO) identifies the Airport Boulevard Interchange Project (#38) for future improvements. This improvement would improve the operation of the intersection to acceptable LOS under Cumulative Plus Project Conditions. Because this project is included in the City’s TFO, the payment of traffic impact fees is sufficient for the Project.

DRAFT
FIGURE 13

CUMULATIVE PLUS PROJECT CONDITIONS

TRAFFIC TURNING MOVEMENT VOLUMES
100(16)
205(195)
221(32)
318(137)
31(204)
21(142)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
447(240)
360(182)
84(31)
23(28)
76(75)
10(38)
88(100)
31(51)
101(218)
155(95)
289(146)

141(238)
150(190)
414(423)
471(428)
107(181)
137(285)
3 15(17)
122(563)
2(6)
333(344)
1(52)
3(20)

198(131)
337(314)
10(14)
95(24)
288(248)
11(12)
12(4)
122(38)
20(12)
64(265)
20(134)
8(40)

N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven Ave
Airport Blvd
Airport Blvd
SB US 101 Ramps
Roy Diaz St
Airport Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
Quilla St
Skyway Blvd
East Alisal St
East Alisal St

STOPSTOP

TRAFFIC SIGNAL

STOP SIGN
INTERSECTION
LEGEND
STOP

ROUNDABOUT
AM(PM) PEAK HOUR VOLUMES;;(<<)

PROJECT SITE
STOP
STOP
DRAFT

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Table 9 – Cumulative Plus Project Conditions Intersection Level of Service # Intersection
Maintaining
Agency &
Standard
Control
Type
Cumulative Conditions Cumulative Plus Project Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
MVMT Delay2 LOS V/C MVMT Delay2 LOS V/C MVMT Delay2 LOS V/C MVMT Delay2 LOS V/C 1 Roy Diaz St & US 101 NB Ramps
Caltrans D SSSC
- - - - - - - - - - - - - - - -
Worst Approach EB 25.8 D - EB 23.8 C - EB 27.4 D - EB 24.4 C - 2 Airport Blvd / Terven Ave &
US 101 SB On/Off Ramp Caltrans D Signal - 105.6 F - - 42.4 D - - 110.7 F - - 42.6 D - 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 16.4 B - - 33.8 C - - 16.6 B - - 34.9 C - 4 Airport Blvd & Skyway Blvd (SimTraffic) Salinas D AWSC - 1.6 A - - 5.0 A - - 2.0 A - - 5.3 A - 5 E. Alisal St & Quilla St / Skyway Blvd Salinas 0.85-1.0 RAB - - - 0.42 - - - 0.38 - - - 0.44 - - - 0.39 Notes:

1. Analysis performed using HCM 6th Edition methodologies.

2. Delay indicated in seconds/vehicle.

3. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-Way Stop Control, RAB = Roundabout

4. Salinas LOS standard is D. Caltrans no longer has a LOS threshold standard; therefore, the City of Salinas LOS standard of D was utilized as a threshold.

5. Intersections that operate below City/State LOS standard are highlighted and project deficiencies are shown in bold.

6. A V/C ratio of 0.85 should not be considered an absolute threshold. Where operational analysis finds the V/C ratio above 0.85, it is encouraged to conduct additional sensitivity analysis to evaluate delays and queues.

Table 10 – Cumulative Plus Project Conditions Intersection Level of Service Improvements # Intersection
Maintaining
Agency &
Standard
Control
Type
Cumulative Plus Project Conditions Cumulative Plus Project Conditions Improvements AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
MVMT Delay LOS MVMT Delay LOS MVMT Delay LOS MVMT Delay LOS 2 Airport Blvd / Terven Ave &
US 101 SB On/Off Ramp Caltrans D Signal - 110.7 F - 42.6 D - 26.0 C - 30.1 C Notes:

1. Analysis performed using HCM 6th Edition methodologies.

2. Delay indicated in seconds/vehicle.

3. Signal = Signal Control, SSSC = Side Street Stop Control, RAB = Roundabout

4. Salinas LOS standard is D. Caltrans no longer has a LOS threshold standard; therefore, the City of Salinas LOS standard of D was utilized as a threshold.

5. Intersections that operate below City’s/State LOS standard are highlighted and project deficiencies are shown in bold.

6. A V/C ratio of 0.85 should not be considered an absolute threshold. Where operational analysis finds the V/C ratio above 0.85, it is encouraged to conduct additional sensitivity analysis to evaluate delays and queues.

DRAFT

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8. CALTRANS SAFETY ANALYSIS
Per Appendix A of the Caltrans “Traffic Safety Bulletin 20-02-R1” traffic safety mitigation may be requested if freeway exit ramp queuing does not occur under the existing condition, but project generated traffic volumes will cause a queue to exist onto the freeway mainline, creating a speed differential of 30 mph or greater.

This analysis determines if queues on the Highway 101 off-ramps exceed the available storage on the off-ramps. The following intersections were reviewed for this analysis:

1. Roy Diaz St & US 101 NB Ramps

2. Airport Blvd / Terven Ave & US 101 SB Ramps
Table 11 and Table 12 provides Existing and Existing Plus Project Conditions 95 th percentile
queueing and average queueing analysis, respectively.

It was determined that queues would not extend to the mainline during Existing Conditions.

Therefore, no improvements are required at the study intersections.

Table 13 and Table 14 provides Background and Background Plus Project Conditions 95 th percentile queueing and average queueing analysis, respectively.

It was determined that with the addition of the Salinas Travel Center, queues for the northbound off-ramp at the Roy Diaz Street & US 101 NB Ramps during the PM peak hour are anticipated to be long. This is because the south leg of the intersection will develop and vehicles utilizing the northbound off-ramp are not able to easily find gaps to perform an eastbound left turn. The existing northbound off ramp is approximately 2,220 feet and queues are not anticipated to extend to the mainline.

The Salinas Travel Center is required to perform and Intersection Control Analysis (ICE) analysis for the Roy Diaz Street & US 101 NB Ramps intersection. This ICE analysis will review multiple intersection control devices to determine the most appropriate intersection control.

At the intersection of Airport Boulevard/Terven Avenue & US 101 SB Ramps, it was determined that the westbound left turn lane would exceed capacity adding to queues in the through lane.

However, the queues from the off-ramp do not exceed onto the mainline and therefore do not cause a deficiency.

Table 15 and Table 16 provides the queueing analysis for Cumulative and Cumulative Plus Project Conditions.

It was determined that queues at the intersection of Airport Boulevard/Terven Avenue & US 101 SB Ramps would exceed the available storage and spill into the mainline. With the improvements identified, queues would decrease. At the time of the report, the proposed interchange improvement has not been designed. Once the interchange has been designed, queues should be reevaluated.

DRAFT

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Table 11 – Caltrans Ramp Queueing Analysis Existing Conditions (95th Percentile Queue) # Intersection MVMT
Available
Storage
(ft.)
95th Percentile Queue
Existing Conditions Existing Plus Project Conditions
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Length
(ft.)
# of
Veh.

Length
(ft.)
# of
Veh.

Length
(ft.)
# of
Veh.
1 Roy Diaz St & US 101 NB Ramps
EBL/R 2,220 72 4 84 4 74 3 79 4
NBL 115 18 1 7 1 5 1 17 1
SBR 1,640 0 0 3 1 3 1 8 1
2 Airport Blvd / Terven Ave & US 101 SB Ramp
EBL 15 85 2 117 5 92 4 105 5
EBT 270 53 2 74 3 53 3 69 3
WBL 270 236 10 176 8 237 10 174 7
WBT 620 304 12 138 6 290 12 149 6
WBT/R 115 177 8 93 4 177 8 93 4
NBL/T 800 222 9 219 9 223 9 219 9
NBR 50 90 4 96 4 91 4 100 4
SBL/T 950 203 8 196 8 186 8 190 8
SBR 50 89 4 80 4 86 4 76 4
Notes

1. # of vehicles were rounded up to the nearest whole vehicle Table 12 – Caltrans Ramp Queueing Analysis Existing Conditions (Average Queue) # Intersection MVMT
Available
Storage
(ft.)
Average Queue
Existing Conditions Existing Plus Project Conditions
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Length
(ft.)
# of
Veh.

Length
(ft.)
# of
Veh.

Length
(ft.)
# of
Veh.
1 Roy Diaz St & US 101 NB Ramps
EBL/R 2,220 46 2 51 3 47 2 50 2
NBL 115 1 1 0 0 0 0 2 1
SBR 1,640 0 0 0 0 0 0 0 0
2 Airport Blvd / Terven Ave & US 101 SB Ramp
EBL 15 37 2 55 3 38 2 48 2
EBT 270 15 1 30 2 16 1 28 2
WBL 270 131 6 97 4 133 6 96 4
WBT 620 166 7 71 3 165 7 78 4
WBT/R 115 93 4 31 2 94 4 31 2
NBL/T 800 150 6 134 6 153 7 139 6
NBR 50 35 2 46 2 36 2 56 3
SBL/T 950 102 5 108 5 98 4 102 5
SBR 50 42 2 29 2 39 2 28 2
Notes

1. # of vehicles were rounded up to the nearest whole vehicle

DRAFT

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Table 13 – Caltrans Ramp Queueing Analysis Background Conditions (95th Percentile Queue) # Intersection MVMT
Available
Storage
(ft.)
95th Percentile Queue
Background Conditions Background Plus Project Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Length
(ft.)
# of
Veh.

Length
(ft.)
# of
Veh.

Length
(ft.)
# of
Veh.
1 Roy Diaz St & US 101 NB Ramps
EBL/R 2,220 131 6 1,085 44 158 8 1,251 50
NBL 115 38 2 124 5 35 2 134 6
NBT Unknown 0 0 157 7 0 0 154 7
SBT 1,640 0 0 102 5 3 1 6 1
SBR 1,640 9 1 153 7 6 1 52 3
2 Airport Blvd / Terven Ave & US 101 SB Ramp
EBL 15 96 4 123 5 97 4 124 5
EBT 270 66 3 93 4 48 2 84 4
WBL 270 322 13 225 9 322 13 237 10
WBT 620 473 19 168 7 486 20 199 8
WBT/R 115 186 8 111 5 185 8 126 6
NBL/T 800 220 9 224 9 227 10 216 9
NBR 50 98 4 100 4 97 4 101 5
SBL/T 950 234 10 288 12 214 9 288 12
SBR 50 89 4 82 4 93 4 77 4
Notes

1. # of vehicles were rounded up to the nearest whole vehicle Table 14 – Caltrans Ramp Queueing Analysis Background Conditions (Average Queue) # Intersection MVMT
Available
Storage
(ft.)
Average Queue
Background Conditions Background Plus Project Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Length
(ft.)
# of
Veh.

Length
(ft.)
# of
Veh.

Length
(ft.)
# of
Veh.
1 Roy Diaz St & US 101 NB Ramps
EBL/R 2,220 77 4 394 16 82 4 455 19
NBL 115 11 1 63 3 8 1 72 3
NBT Unknown 0 0 26 2 0 0 27 2
SBT 1,640 0 0 7 1 0 0 0 0
SBR 1,640 1 1 28 2 0 0 17 2
2 Airport Blvd / Terven Ave & US 101 SB Ramp
EBL 15 39 2 59 3 39 2 61 3
EBT 270 20 1 36 2 12 1 36 2
WBL 270 207 9 132 6 207 9 136 6
WBT 620 236 10 87 4 242 10 103 5
WBT/R 115 104 5 39 2 107 5 46 2
NBL/T 800 171 7 179 8 171 8 183 8
NBR 50 45 2 60 3 45 2 62 3
SBL/T 950 120 5 150 6 116 5 160 7
SBR 50 41 2 30 2 44 2 26 2
Notes

1. # of vehicles were rounded up to the nearest whole vehicle

DRAFT

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Table 15 – Caltrans Ramp Queueing Analysis Cumulative Conditions (95th Percentile Queue) # Intersection MVMT
Available
Storage
(ft.)
95th Percentile Queue
Cumulative Conditions Cumulative Plus Project Conditions MVMT Cumulative Plus Project Improvement Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Length (ft.) # of Veh. Length (ft.) # of Veh. Length (ft.) # of Veh. Length (ft.) # of Veh. Length (ft.) # of Veh. Length (ft.) # of Veh. 1 Roy Diaz St &
US 101 NB Ramps
EBL/R 2,220 272 11 146 6 367 15 134 6
NBL 115 57 3 106 5 60 3 113 5
NBT Unknown 0 0 33 2 0 0 0 0
SBT 1,640 0 0 7 1 0 0 0 0
SBR 1,640 9 1 11 1 23 1 14 1
2 Airport Blvd / Terven Ave
& US 101 SB Ramp
EBL 15 136 6 100 4 129 6 108 5 EBL 116 5 164 7
EBT 270 81 4 73 3 94 4 80 4 EBT 153 7 277 12
WBL 270 313 13 269 11 328 14 286 12 EBT 125 5 236 10
WBT 620 787 31 235 10 852 34 262 11 EBT/R 67 3 168 7
WBT/R 115 167 7 134 6 169 7 124 5 WBL 143 6 209 9
NBL/T 800 207 9 230 10 200 8 231 10 WBT 181 8 224 9
NBR 50 91 4 98 4 95 4 96 4 WBT 122 5 77 4
SBL/T 950 158 7 230 10 177 8 217 9 WBR 64 3 55 3
SBR 50 68 3 92 4 77 4 94 4 NBL 136 6 105 6
NBL 201 9 172 8
NBT 238 10 104 9
NBT/R 230 10 132 7
SBL 104 5 123 5
SBT 41 2 100 4
SBT/R 60 3 81 4
Notes

1. # of vehicles were rounded up to the nearest whole vehicle Table 16 – Caltrans Ramp Queueing Analysis Cumulative Conditions (Average Queue) # Intersection MVMT
Available
Storage
(ft.)
Average Queue
Cumulative Conditions Cumulative Plus Project Conditions MVMT
Cumulative Plus Project Improvement Conditions
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Length (ft.) # of Veh. Length (ft.) # of Veh. Length (ft.) # of Veh. Length (ft.) # of Veh. Length (ft.) # of Veh. Length (ft.) # of Veh. 1 Roy Diaz St &
US 101 NB Ramps
EBL/R 2,220 124 5 71 3 150 6 134 6
NBL 115 16 1 48 2 16 1 113 5
NBT Unknown 0 0 2 1 0 0 0 0
SBT 1,640 0 0 0 0 0 0 0 0
SBR 1,640 1 1 1 1 3 1 14 1
2 Airport Blvd / Terven Ave
& US 101 SB Ramp
EBL 15 71 3 50 2 64 3 55 3 EBL 53 3 72 3
EBT 270 29 2 22 1 35 2 24 1 EBT 78 4 160 7
WBL 270 292 12 174 7 288 12 177 8 EBT 59 3 133 6
WBT 620 642 26 110 5 612 25 120 5 EBT/R 21 2 71 3
WBT/R 115 86 4 49 2 85 4 44 2 WBL 71 3 129 6
NBL/T 800 191 8 160 7 189 8 169 7 WBT 87 4 79 4
NBR 50 35 2 57 3 40 2 44 2 WBT 58 3 35 2
SBL/T 950 78 4 121 5 85 4 119 5 WBR 36 2 23 1
SBR 50 23 2 42 2 29 2 42 2 NBL 42 2 26 3
NBL 126 6 97 4
NBT 64 3 28 2
NBT/R 123 5 71 3
SBL 54 3 64 3
SBT 10 1 39 2
SBT/R 27 2 37 2
Notes

1. # of vehicles were rounded up to the nearest whole vehicle DRAFT

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9. TRAFFIC IMPACT FEES
Municipal agencies can put traffic impact fee (TIF) or traffic mitigation fee programs in place as an additional funding source for new roads and improvements to existing roads (not road maintenance though). These fees are typically levied based upon trip generation estimates for new developments.

The City of Salinas has a TIF program for Projects to pay into, therefore, the proposed Project is responsible for TIF payments as outlined in the City of Salinas TFO. When this analysis was previously conducted, developments paid $390 per daily trip as outlined in the annually adjusted traffic fee schedule. The total fee for the proposed project generating 400 daily trips is $156,000.

The contribution to this fee by project land use is shown in Table 17. It should be noted that this fee will be updated, and the Project is responsible for paying the most current fees.

Table 17 – Salinas Transportation Impact Fee Estimate (2019 Fee Program) Land Use Daily Trip
Generation
Rate per
Trip Fee
Warehousing 400 $390 $156,000
Total Fee: $156,000
The Transportation Agency for Monterey County (TAMC) also has a TIF program for Projects to pay into, therefore, the proposed Project is responsible for TIF payments as outlined in the Regional Development Impact Fee Calculation Worksheet (2022). The total fee for the proposed project is $244,730.55. The worksheet has been provided in Table 18. .

DRAFT

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Table 18 – TAMC Regional Development Impact Fee

DRAFT

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10. APPENDIX
A. EXISTING CONDITIONS TRAFFIC COUNTS
B. EXISTING CONDITIONS SYNCHRO & SIMTRAFFIC OUTPUT SHEETS C. EXISTING PLUS PROJECT CONDITIONS SYNCHRO & SIMTRAFFIC OUTPUT SHEETS D. BACKGROUND CONDITIONS
E. BACKGROUND PLUS PROJECT CONDITIONS SYNCHRO & SIMTRAFFIC OUTPUT SHEETS
F. CUMULATIVE CONDITIONS SYNCHRO & SIMTRAFFIC OUTPUT SHEETS G. CUMULATIVE PLUS PROJECT CONDITIONS SYNCHRO & SIMTRAFFIC OUTPUT SHEETS
H. CUMULATIVE PLUS PROJECT (IMPROVEMENTS) CONDITIONS SYNCHRO &

SIMTRAFFIC OUTPUT SHEETS

DRAFT
A
. EXISTING CONDITIONS TRAFFIC
COUNTS
DRAFT
www.idaxdata.com
to
to
Two-and-a-Half-Hour Count Summaries
Note: For all three-hour count summary, see next page.

Total
7 10
4 1
22Peak Hour 5 12 10 4 31 0 0 0 0 0 2 17 3 0
8:15 AM
7:45 AM
8:00 AM 1 0
2 2 3 1 8 0 0 0 0 0 0 1
7:30 AM 0 0 0 0
1 2 1 0 4 0 0 0 0 0 0 3
0 0
0 5 4 2 11 0 1 5 1 0
2 3 2 1 8 0 0 0 0 0 1 8 1 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 2 31 0
HV% 0% 0% 2% 0% - 2% 2% 0% - 11% 2% 4% - 0% 1% 3% 2% 0
Peak
Hour
All 1 11 323 72 0 254 436 9 0 18 41 166 0 17 189
2 1 7 0 0 2
59 1,596 0
HV 0 0 5 0 0 5 7 0 0
0 1
0 390 0
8:15 AM 3 57 13 0 50 93 5 0 6 10 29 0 2 38 12 318 1,596 8:00 AM 3 104 13 0 52 96 2 0 4 11 43 0 4 47 10
378 0
7:45 AM 3 109 26 0 86 127 1 0 4 13 52 0 9 58 22 510 0
7:30 AM 0 2 53 20 0 66 120 1 0 4 7 42 0 2 46 15
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St 15-min
Total
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
Date: 11/14/2023
Peak Hour Count Period: 6:30 AM 9:00 AM
SB 1.5% 0.74
TOTAL 1.9% 0.78
WB 1.7% 0.82
NB 4.4% 0.82
Peak Hour: 7:30 AM 8:30 AM
HV %: PHF
EB 1.2% 0.74
0 0
0 0
0 0
0 0
0 0
0 0
3 0
17 2
N
Quilla St
E Alisal St
E Alisal StSkyway Blvd
E Alisal St
Quilla St
1,596TEV:

0.78PHF: 59
189
17 265
61 0
9 436
254
699
506
0 166
41 18
225
515
0 72
323
11 407
514
1 Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-and-a-Half-Hour Count Summaries
Note: Two-and-a-half-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 0
5 2
7 10
4 1
4 3
36 22
00 0 0 2 17 3
10 0
Peak Hour 5 12 10 4 31 0 0
0 0 0 0 4 22Count Total 14 29 28 8 79 0
00 0 0 0 1 2
2 0
8:45 AM 1 4 5 0 10 0 0
0 0 0 0 0 2
1 0 0
8:30 AM 3 2 3 1 9 0
0 0 0 0 0 08:15 AM 2 2 3 1 8
0 0 0 3 1 0
0 8:00 AM 1 2 1 0 4 0 0 0
0 0 0 1 8 1
1 0
7:45 AM 2 3 2 1 8 0 0
0 0 0 0 1 5
0 1 0
7:30 AM 0 5 4 2 11 0
0 0 0 0 0 1
2 2 0
0 7:00 AM 0 3 5 0 8 0 0 0
0 0 0 0 0 0
2 12 0
EB WB NB SB Total East
7:15 AM 2 2 1 0 5
0 0 1
- 11% 2%HV% 0% 0% 2% 0% -
0 0
6:45 AM 2 0 1 1 4 0 0
0 0 0 0 0 0
West North South
6:30 AM 1 6 3
5 18 41 166 0 17 18972 0 254 436 9 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
4% - 0% 1% 3% 2%2% 2% 0%
Peak
Hour
All 1 11 323
17 1 45 92 302 0
0 0 2 2 31 07 0 0 2 1 7
59 1,596 0
HV 0 0 5 0 0
Count Total 1 11 571 124 2 512 853 29 414 124 3,098 0
176 1,13612 25 0 1 16 90 19 44 2 0 8
0 35 8 252 1,470
8:45 AM 0 0 33 7
0 0 10 7 28 0
318 1,596
8:30 AM 0 0 55 7 1 30 71
10 29 0 2 38 120 50 93 5 0 6
4 47 10 390 1,550
8:15 AM 0 3 57 13
2 0 4 11 43 0
510 1,389
8:00 AM 1 3 104 13 0 52 96
13 52 0 9 58 220 86 127 1 0 4
2 46 15 378 1,121
7:45 AM 0 3 109 26
1 0 4 7 42 0
272 1,074
7:30 AM 0 2 53 20 0 66 120
10 23 0 1 39 160 50 87 2 0 2
3 27 11 229 0
7:15 AM 0 0 36 6
0 1 2 6 25 0
242 0
7:00 AM 0 0 37 6 1 39 71
8 17 0 1 48 90 55 67 1 0 2
6 60 12 331 0
6:45 AM 0 0 25 9
3 0 3 8 18 06:30 AM 0 0 62 17 0 65 77

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St 15-min
Total

UT LT TH RT TH RT
Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-and-a-Half-Hour Count Summaries - Heavy Vehicles
Two-and-a-Half-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
000 0 0 0
000 0 0 0
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 0 0
0 0 0
0 THLT
00 0 0 00 0
0 000 0 0
0 0
0 0
Peak Hour
0 0Count Total
0 000 0 0 00 0
0 0
8:45 AM
0 0 0
0 8:30 AM
000 00 0 0
0 0 0
0 0 0
0 0
0 0
8:15 AM
0 0 0 0
0 8:00 AM
00 0 0 00 0
0 0
7:45 AM
0 0 0
0 0 0
0 0 0
0 0 0
0 7:30 AM
000 0
0 0
7:15 AM
0 0 0 0
0 7:00 AM
00 0 0 00 06:45 AM 0
0 0
0 0 0
0 06:30 AM
RT
31 0
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St
15-min
Total
Rolling
One Hour
1 7 0 0 2 20 5 7 0 0 2

RTTHLT RTTHLTRT
1 4 3 79 0
Peak Hour 0 0 5 0
1 1 4 1 22 0Count Total 0 0 14 0 0 13 15
10 310 4 0 0 0 00 2 2 0 0 1
0 1 0 9 29
8:45 AM 0 0 1 0
0 0 1 0 2 0
8 31
8:30 AM 0 0 3 0 0 1 1
1 1 0 0 1 00 2 0 0 0 1
0 0 0 4 28
8:15 AM 0 0 2 0
0 0 0 0 1 0
8 32
8:00 AM 0 0 1 0 0 1 1
0 2 0 0 0 10 0 3 0 0 0
0 1 1 11 28
7:45 AM 0 0 2 0
0 0 1 0 3 0
5 29
7:30 AM 0 0 0 0 0 2 3
0 1 0 0 0 00 2 0 0 0 0
0 0 0 8 0
7:15 AM 0 0 2 0
0 1 0 0 4 0
4 0
7:00 AM 0 0 0 0 0 1 2
0 1 0 0 0 10 0 0 0 0 0
1 1 0 12 0
6:45 AM 0 0 2 0
1 0 0 0 3 0
TH RT
6:30 AM 0 0 1 0 0 2 3

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St
15-min
Total
Rolling
One HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 [email protected] DRAFT
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to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
10 3
8 7
6 12
8 6
60 33
00 0 0 5 10 18
30 0
Peak Hour 6 12 15 0 33 0 0
0 0 0 0 10 20Count Total 16 18 24 1 59 0
2 2 00 0 0 0 0 25:45 PM 0 3 2 0 5
0 0 3 2 3 0
0 5:30 PM 2 1 2 0 5 0 0 0
0 0 0 2 3 7
3 0
5:15 PM 1 5 3 0 9 0 0
0 0 0 0 0 3
3 3 0
5:00 PM 2 3 2 0 7 0
0 0 0 0 0 1
1 5 0
0 4:30 PM 1 4 1 0 6 0 0 0
0 0 0 0 3 0
1 11 0
EB WB NB SB Total East
4:45 PM 2 0 9 0 11
0 0 2
0% 0% 1%HV% 0% 0% 1% 3% 0%
7 0
4:15 PM 3 0 2 0 5 0 0
0 0 0 0 0 3
West North South
4:00 PM 5 2 3
5 108 168 501 0 11 5631 3 105 308 11 1
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
3% - 0% 0% 0% 2%5% 2% 0%
Peak
Hour
All 5 13 448
14 2 173 317 878 2
0 0 0 0 33 07 0 0 0 1 14
34 1,803 0
HV 0 0 5 1 0
Count Total 8 31 890 69 6 212 573 27 123 65 3,390 0
346 1,68323 87 0 6 12 71 18 50 2 0 14
1 14 3 398 1,758
5:45 PM 1 7 110 8
0 0 12 42 103 0
442 1,803
5:30 PM 1 4 122 10 0 16 70
42 118 0 1 16 81 26 62 4 0 30
4 12 11 497 1,791
5:15 PM 2 5 123 4
2 0 30 59 151 0
421 1,707
5:00 PM 2 5 115 5 2 23 76
26 110 0 3 15 70 24 90 4 0 23
3 13 8 443 0
4:45 PM 1 3 106 9
1 1 25 41 122 0
430 0
4:30 PM 0 0 104 13 0 32 80
38 110 2 5 19 131 40 64 1 1 20
4 22 8 413 0
4:15 PM 1 3 103 9
0 0 19 46 77 04:00 PM 0 4 107 11 1 33 81

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St 15-min
Total

UT LT TH RT
Date: 11/14/2023
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 0.0% 0.94
TOTAL 1.8% 0.91
TH RT
WB 2.8% 0.90
NB 1.9% 0.81
Peak Hour: 4:30 PM 5:30 PM
HV %: PHF
EB 1.2% 0.93
0 0
0 0
0 0
0 0
0 0
0 0
18 0
10 5
N
Quilla St
E Alisal St
E Alisal StSkyway Blvd
E Alisal St
Quilla St
1,803TEV:

0.91PHF: 34
56 11
101
192
0 11
308
105
427
963
3 501
168
108
778
193
1 31
448
13 497
455
5 Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
000 0 0 0
000 0 0 0
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 0 0
0 0 0
0 THLT
00 0 0 00 0
0 000 0 0
0 0
0 0
Peak Hour
0 0Count Total
0 0000 00 0 0 0
0 0
5:45 PM
0 0 0 0
0 5:30 PM
00 0 0 00 0
0 0
5:15 PM
0 0 0
0 0 0
0 0 0
0 0 0
0 5:00 PM
000 0
0 0
4:45 PM
0 0 0 0
0 4:30 PM
00 0 0 00 04:15 PM 0
0 0
0 0 0
0 04:00 PM
RT
33 0
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St
15-min
Total
Rolling
One Hour
1 14 0 0 0 00 5 7 0 0 0

RTTHLT RTTHLTRT
1 0 0 59 0
Peak Hour 0 0 5 1
0 1 0 3 20 0Count Total 0 0 15 1 0 10 8
5 260 2 0 0 0 00 3 0 0 0 0
0 0 0 5 32
5:45 PM 0 0 0 0
0 0 0 0 2 0
9 33
5:30 PM 0 0 2 0 0 0 1
0 3 0 0 0 00 3 2 0 0 0
0 0 0 7 29
5:15 PM 0 0 1 0
0 0 0 0 2 0
11 33
5:00 PM 0 0 2 0 0 1 2
0 9 0 0 0 00 0 0 0 0 0
0 0 0 6 0
4:45 PM 0 0 1 1
0 0 0 1 0 0
5 0
4:30 PM 0 0 1 0 0 1 3
1 0 0 0 0 00 0 0 0 1 0
1 0 0 11 0
4:15 PM 0 0 3 0
0 0 0 1 2 0
TH RT
4:00 PM 0 0 5 0 0 2 0

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St
15-min
Total
Rolling
One HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 [email protected] DRAFT
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to
Two-and-a-Half-Hour Count Summaries
Note: For all three-hour count summary, see next page.

Total
0 1
1 0
2 2 0 00 0 0 0 0 0Peak Hour 14 0 0 5 19
0 0 0 0 0 0
0 8:15 AM 5 0 0 2 7 0 0 0
0 0 0 0 1 0
0 0
8:00 AM 1 0 0 1 2 0 0
0 0 0 0 0 1
0 0 0
7:45 AM 2 0 0 1 3 0
0 0 0 0 0 0
East West North South
7:30 AM 6 0 0 1 7
Total EB WB NB SB Total
2% 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)

EB WB NB SB
0% - - - 0% 1%- - - - - 0%
0 0
769 0
HV 0 12 0 2 0 0 0
6 0 0 0 11 4780 0 0 0 0 12
769
Peak
Hour
All 0 230 0 32
0 6 2 0 0 0
0 0 5 19 0
HV% - 5% - 6%
8:15 AM 0 46 0 9 0
0 0 0
189
0 0 0
0 0 0 0 107 1780 0 0 0 4 28:00 AM 0 59 0 6 0
4 95 162
0 RT
7:30 AM 0 57 0 7 0

TH RT UT LT TH RT
5 154 240 0
LT
0 2 1 0 0 0
0 7:45 AM 0 68 0 10 0
Interval
Start
Airport Blvd n/a Skyway Blvd Skyway Blvd 15-min
Total
Rolling
One Hour
0 0 0 0 0 1

UT LT TH
SB 1.0% 0.77
TOTAL 2.5% 0.80
Eastbound Westbound Northbound Southbound

UT LT TH RT UT
0 0 0
0 0 0 2 122
0 WB - -
NB 0.0% 0.56
Peak Hour: 7:30 AM 8:30 AM
HV %: PHF
EB 5.3% 0.84
Date: 11/14/2023
Peak Hour Count Period: 6:30 AM 9:00 AM
0 0
0 0
0 0
0 0
2 0
N
Skyway Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
769TEV:

0.8PHF: 478
11 489
236
0 6
1218
43 0
32 230262
490
0 Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-and-a-Half-Hour Count Summaries
Note: Two-and-a-half-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 0
0 1
0 1
1 0
0 0
3 2
00 0 0 0 2 0
0 1
Peak Hr 14 0 0 5 19 0 0
0 0 0 0 0 2Count Total 31 0 4 19 54 0
00 0 0 0 0 0
0 0
8:45 AM 5 0 1 4 10 0 0
0 0 0 0 0 0
0 0 0
8:30 AM 3 0 2 3 8 0
0 0 0 0 0 08:15 AM 5 0 0 2 7
0 0 0 1 0 0
0 8:00 AM 1 0 0 1 2 0 0 0
0 0 0 0 1 0
0 0
7:45 AM 2 0 0 1 3 0 0
0 0 0 0 0 0
0 0 1
7:30 AM 6 0 0 1 7 0
0 0 0 0 0 0
0 0 0
0 7:00 AM 5 0 0 2 7 0 0 0
0 0 0 0 0 0
2 5 0
EB WB NB SB Total East
7:15 AM 1 0 0 2 3
0 0 0
- 0% 0%HV% - 5% - 6% -
0 0
6:45 AM 1 0 0 1 2 0 0
0 0 0 0 0 0
West North South
6:30 AM 2 0 1
0 12 6 0 0 0 1132 0 0 0 0 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
- - - 0% 1% 2%- - -
Peak
Hour
All 0 230 0
0 0 27 14 0 0
0 0 0 5 19 00 0 0 0 0 0
478 769 0
HV 0 12 0 2 0
Count Total 0 437 0 52 0 0 0 0 20 995 1,545 0
101 5674 0 0 0 2 430 0 0 0 0 7
0 5 65 126 706
8:45 AM 0 41 0 4
0 0 5 2 0 0
162 769
8:30 AM 0 41 0 8 0 0 0
2 0 0 0 4 950 0 0 0 0 6
0 0 107 178 741
8:15 AM 0 46 0 9
0 0 4 2 0 0
240 675
8:00 AM 0 59 0 6 0 0 0
1 0 0 0 5 1540 0 0 0 0 2
0 2 122 189 576
7:45 AM 0 68 0 10
0 0 0 1 0 0
134 549
7:30 AM 0 57 0 7 0 0 0
1 0 0 0 1 870 0 0 0 0 2
0 0 74 112 0
7:15 AM 0 35 0 8
0 0 1 0 0 0
141 0
7:00 AM 0 37 0 0 0 0 0
0 0 0 0 1 1140 0 0 0 0 0
0 0 134 162 0
6:45 AM 0 26 0 0
0 0 0 1 0 06:30 AM 0 27 0 0 0 0 0
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
Airport Blvd n/a Skyway Blvd Skyway Blvd 15-min
Total

UT LT TH RT TH RTUT LT TH RT UT LT
Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-and-a-Half-Hour Count Summaries - Heavy Vehicles
Two-and-a-Half-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 00 0 0 0 0 0Peak Hour 0 0 0 0 0
0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0
0 0 00 0 0 0 0 08:45 AM 0 0 0 0 0
0 0 0 0 0 0
0 8:30 AM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
8:15 AM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
8:00 AM 0 0 0 0 0 0
0 0 0 0 0 07:45 AM 0 0 0 0 0
0 0 0 0 0 0
0 7:30 AM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
7:15 AM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
7:00 AM 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0
6:45 AM 0 0 0 0 0
0 0 0 0 0 0

TH RT LT TH RT
6:30 AM 0 0 0 0
Westbound Northbound Southbound

LT TH RT LT TH RT LT
19 0
Interval
Start
Airport Blvd n/a Skyway Blvd Skyway Blvd
15-min
Total
Rolling
One HourEastbound
0 0 0 0 0 50 0 0 0 0 0
0 1 18 54 0
Peak Hour 0 12 0 2
0 0 3 1 0 0Count Total 0 28 0 3 0 0 0
10 270 0 0 0 0 40 0 0 0 0 1
0 1 2 8 20
8:45 AM 0 5 0 0
0 0 2 0 0 0
7 19
8:30 AM 0 2 0 1 0 0 0
0 0 0 0 0 20 0 0 0 0 0
0 0 1 2 15
8:15 AM 0 4 0 1
0 0 0 0 0 0
3 20
8:00 AM 0 1 0 0 0 0 0
0 0 0 0 0 10 0 0 0 0 0
0 0 1 7 19
7:45 AM 0 1 0 1
0 0 0 0 0 0
3 17
7:30 AM 0 6 0 0 0 0 0
0 0 0 0 0 20 0 0 0 0 0
0 0 2 7 0
7:15 AM 0 1 0 0
0 0 0 0 0 0
2 0
7:00 AM 0 5 0 0 0 0 0
0 0 0 0 0 10 0 0 0 0 0
0 0 2 5 0
6:45 AM 0 1 0 0
0 0 0 1 0 0
TH RT
6:30 AM 0 2 0 0 0 0 0

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
Airport Blvd n/a Skyway Blvd Skyway Blvd
15-min
Total
Rolling
One HourEastbound Westbound
Project Manager: (415) 310-6469 [email protected] DRAFT
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to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 0
0 0
0 0
0 0
0 0
00 1 1 0 0 0
0 0
Peak Hr 14 0 1 3 18 0 0
0 0 1 1 0 0Count Total 24 0 1 10 35 0
0 0 00 0 0 0 0 05:45 PM 2 0 0 3 5
0 0 0 0 0 0
0 5:30 PM 2 0 0 0 2 0 0 0
0 0 0 0 0 0
0 0
5:15 PM 3 0 0 3 6 0 0
0 0 0 0 0 0
0 0 0
5:00 PM 1 0 0 0 1 0
0 0 0 0 0 0
0 0 0
0 4:30 PM 2 0 0 1 3 0 0 0
0 0 0 0 0 0
1 4 0
EB WB NB SB Total East
4:45 PM 8 0 0 0 8
1 1 0
- 3% 0%HV% - 2% - 0% -
0 0
4:15 PM 3 0 1 2 6 0 0
0 0 0 0 0 0
West North South
4:00 PM 3 0 0
0 30 25 0 0 0 1114 0 0 0 0 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
- - - 0% 1% 2%- - -
Peak
Hour
All 0 733 0
0 0 49 43 0 0
0 0 0 3 18 00 0 0 1 0 0
208 1,021 0
HV 0 14 0 0 0
Count Total 0 1,309 0 21 0 0 0 0 20 387 1,829 0
156 8813 0 0 0 1 370 0 0 0 0 2
0 2 37 196 940
5:45 PM 0 112 0 1
0 0 3 1 0 0
236 1,005
5:30 PM 0 153 0 0 0 0 0
7 0 0 0 2 430 0 0 0 0 9
0 3 42 293 1,021
5:15 PM 0 175 0 0
0 0 3 8 0 0
215 948
5:00 PM 0 235 0 2 0 0 0
7 0 0 0 2 470 0 0 0 0 8
0 5 53 261 0
4:45 PM 0 150 0 1
0 0 11 5 0 0
252 0
4:30 PM 0 183 0 4 0 0 0
5 0 0 0 1 660 0 0 0 0 8
0 4 62 220 0
4:15 PM 0 165 0 7
0 0 5 7 0 04:00 PM 0 136 0 6 0 0 0
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
Airport Blvd n/a Skyway Blvd Skyway Blvd 15-min
Total

UT LT TH RT
SB 1.4% 0.82
TOTAL 1.8% 0.87

TH RTUT LT TH RT UT LT
WB - -
NB 1.8% 0.86
Peak Hour: 4:15 PM 5:15 PM
HV %: PHF
EB 1.9% 0.79
Date: 11/14/2023
Peak Hour Count Period: 4:00 PM 6:00 PM
0 0
1 0
0 0
0 0
0 0
N
Skyway Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
1,021TEV:

0.87PHF: 208
11 219
758
0 25
3055
25 0
14 733747
238
0 Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 1 1 00 0 0 0 0 0Peak Hour 0 0 0 0 0
0 0 0 1 1 0Count Total 0 0 0 0 0 0 0 0
00 0 0 0 0 0
0 0
5:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 1
5:30 PM 0 0 0 0 0 0
0 0 0 0 0 05:15 PM 0 0 0 0 0
0 0 0 0 0 1
1 5:00 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
1 0
4:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 1
0 0 0
4:30 PM 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0
4:15 PM 0 0 0 0 0
0 0 0 0 0 0

TH RT LT TH RT
4:00 PM 0 0 0 0
Westbound Northbound Southbound

LT TH RT LT TH RT LT
18 0
Interval
Start
Airport Blvd n/a Skyway Blvd Skyway Blvd
15-min
Total
Rolling
One HourEastbound
0 0 0 0 0 30 0 0 0 0 1
0 1 9 35 0
Peak Hour 0 14 0 0
0 0 1 0 0 0Count Total 0 24 0 0 0 0 0
5 140 0 0 0 0 30 0 0 0 0 0
0 0 0 2 17
5:45 PM 0 2 0 0
0 0 0 0 0 0
6 18
5:30 PM 0 2 0 0 0 0 0
0 0 0 0 1 20 0 0 0 0 0
0 0 0 1 18
5:15 PM 0 3 0 0
0 0 0 0 0 0
8 21
5:00 PM 0 1 0 0 0 0 0
0 0 0 0 0 00 0 0 0 0 0
0 0 1 3 0
4:45 PM 0 8 0 0
0 0 0 0 0 0
6 0
4:30 PM 0 2 0 0 0 0 0
0 0 0 0 0 20 0 0 0 0 1
0 0 1 4 0
4:15 PM 0 3 0 0
0 0 0 0 0 0
TH RT
4:00 PM 0 3 0 0 0 0 0

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
Airport Blvd n/a Skyway Blvd Skyway Blvd
15-min
Total
Rolling
One HourEastbound Westbound
Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
to
to
Two-and-a-Half-Hour Count Summaries
Note: For all three-hour count summary, see next page.

Total
0 0
1 0
1 0 0 00 0 0 0 0 1Peak Hour 0 19 55 14 88
0 0 0 0 0 0
0 8:15 AM 0 8 14 3 25 0 0 0
0 0 0 1 0 0
0 0
8:00 AM 0 5 9 2 16 0 0
0 0 0 0 0 0
0 0 0
7:45 AM 0 4 11 4 19 0
0 0 0 0 0 0
East West North South
7:30 AM 0 2 21 5 28
Total EB WB NB SB Total
7% 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)

EB WB NB SB
4% 29% - 4% 3% -- 25% - 1% - -
36 0
1,253 0
HV 0 0 0 0 0 18 0
475 125 0 114 298 00 73 0 168 0 0
1,253
Peak
Hour
All 0 0 0 0
0 0 94 40 0 27
4 10 0 88 0
HV% - - - -
8:15 AM 0 0 0 0 0
1 0 0
314
20 0 32
20 0 33 63 0 28816 0 33 0 0 1238:00 AM 0 0 0 0 0
70 0 283
0 RT
7:30 AM 0 0 0 0 0

TH RT UT LT TH RT
79 0 368 0
LT
0 0 143 35 0 27
0 7:45 AM 0 0 0 0 0
Interval
Start
N/A Roy Diaz St Airport Blvd Airport Blvd 15-min
Total
Rolling
One Hour
19 0 37 0 0 115

UT LT TH
SB 3.4% 0.91
TOTAL 7.0% 0.85
Eastbound Westbound Northbound Southbound

UT LT TH RT UT
18 0 66
30 0 27 86 0
19 WB 7.9% 0.72
NB 9.2% 0.84
Peak Hour: 7:30 AM 8:30 AM
HV %: PHF
EB - -
Date: 11/14/2023
Peak Hour Count Period: 6:30 AM 9:00 AM
N
Airport Blvd
Roy Diaz St
Roy Diaz St
Airport Blvd
Airport Blvd
1,253TEV:

0.85PHF: 298
114 412
643
0 168
73 241
239
0 125
475600
371
0 0
0 0
0 0
0 0
0 0
1 Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-and-a-Half-Hour Count Summaries
Note: Two-and-a-half-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
1 0
2 0
0 0
1 0
1 1
6 1
00 0 0 1 0 0
2 0
Peak Hr 0 19 55 14 88 0 0
0 0 0 0 3 1Count Total 0 62 126 47 235 0
00 0 0 1 0 0
0 0
8:45 AM 0 10 13 9 32 0 0
0 0 0 0 1 0
0 0 0
8:30 AM 0 6 20 7 33 0
0 0 0 0 0 08:15 AM 0 8 14 3 25
0 0 1 0 0 0
0 8:00 AM 0 5 9 2 16 0 0 0
0 0 0 0 0 0
0 0
7:45 AM 0 4 11 4 19 0 0
0 0 0 0 0 0
0 0 0
7:30 AM 0 2 21 5 28 0
0 0 0 0 0 0
1 1 0
0 7:00 AM 0 5 12 3 20 0 0 0
0 0 0 0 0 0
8 22 0
EB WB NB SB Total East
7:15 AM 0 12 7 2 21
0 0 0
- - 4%HV% - - - - -
1 0
6:45 AM 0 3 12 4 19 0 0
0 0 0 0 0 0
West North South
6:30 AM 0 7 7
18 0 475 125 0 114 2980 0 73 0 168 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
29% - 4% 3% - 7%25% - 1%
Peak
Hour
All 0 0 0
310 0 0 813 342 0
0 4 10 0 88 00 1 0 0 19 36
0 1,253 0
HV 0 0 0 0 0
Count Total 0 0 0 0 0 169 0 230 732 0 2,596 0
196 1,00554 44 0 27 41 00 13 0 17 0 0
25 43 0 238 1,177
8:45 AM 0 0 0 0
25 0 0 79 51 0
283 1,253
8:30 AM 0 0 0 0 0 15 0
94 40 0 27 70 00 20 0 32 0 0
33 63 0 288 1,205
8:15 AM 0 0 0 0
33 0 0 123 20 0
368 1,111
8:00 AM 0 0 0 0 0 16 0
143 35 0 27 79 00 18 0 66 0 0
27 86 0 314 988
7:45 AM 0 0 0 0
37 0 0 115 30 0
235 909
7:30 AM 0 0 0 0 0 19 0
71 25 0 11 78 00 19 0 31 0 0
17 61 0 194 0
7:15 AM 0 0 0 0
23 0 0 49 33 0
245 0
7:00 AM 0 0 0 0 0 11 0
56 31 0 14 100 00 15 0 29 0 0
22 111 0 235 0
6:45 AM 0 0 0 0
17 0 0 29 33 06:30 AM 0 0 0 0 0 23 0
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
N/A Roy Diaz St Airport Blvd Airport Blvd 15-min
Total

TH RT LT TH RT
6:30 AM 0 0 0 0
Westbound Northbound Southbound

LT TH RT LT TH RT LT
88 0
Interval
Start
N/A Roy Diaz St Airport Blvd Airport Blvd
15-min
Total
Rolling
One HourEastbound
19 36 0 4 10 00 18 0 1 0 0
20 27 0 235 0
Peak Hour 0 0 0 0
12 0 0 40 86 0Count Total 0 0 0 0 0 50 0
32 1063 10 0 5 4 00 10 0 0 0 0
2 5 0 33 93
8:45 AM 0 0 0 0
2 0 0 12 8 0
25 88
8:30 AM 0 0 0 0 0 4 0
5 9 0 0 3 00 8 0 0 0 0
1 1 0 16 84
8:15 AM 0 0 0 0
1 0 0 3 6 0
19 88
8:00 AM 0 0 0 0 0 4 0
2 9 0 1 3 00 4 0 0 0 0
2 3 0 28 88
7:45 AM 0 0 0 0
0 0 0 9 12 0
21 82
7:30 AM 0 0 0 0 0 2 0
0 7 0 0 2 00 8 0 4 0 0
2 1 0 20 0
7:15 AM 0 0 0 0
3 0 0 1 11 0
19 0
7:00 AM 0 0 0 0 0 2 0
2 10 0 2 2 00 3 0 0 0 0
5 3 0 22 0
6:45 AM 0 0 0 0
2 0 0 3 4 0
TH RT
6:30 AM 0 0 0 0 0 5 0

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
N/A Roy Diaz St Airport Blvd Airport Blvd
15-min
Total
Rolling
One HourEastbound Westbound
Project Manager: (415) 310-6469 [email protected] DRAFT
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Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 1
1 0
1 2
0 0
5 4
00 0 0 4 0 0
0 0
Peak Hr 0 25 51 11 87 0 0
0 0 0 0 5 0Count Total 0 46 100 21 167 0
0 0 00 0 0 0 0 05:45 PM 0 2 8 2 12
0 0 0 0 0 0
0 5:30 PM 0 2 9 2 13 0 0 0
0 0 0 2 0 0
0 0
5:15 PM 0 9 7 4 20 0 0
0 0 0 0 1 0
0 0 0
5:00 PM 0 7 12 2 21 0
0 0 0 0 0 0
0 0 0
0 4:30 PM 0 5 10 2 17 0 0 0
0 0 0 1 0 0
1 28 0
EB WB NB SB Total East
4:45 PM 0 4 22 3 29
0 0 1
- - 4%HV% - - - - -
0 0
4:15 PM 0 8 14 5 27 0 0
0 0 0 0 0 0
West North South
4:00 PM 0 9 18
22 0 485 415 0 265 3120 0 63 0 194 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
7% - 2% 2% - 5%35% - 2%
Peak
Hour
All 0 0 0
370 0 0 894 764 0
0 4 7 0 87 00 3 0 0 21 30
0 1,734 0
HV 0 0 0 0 0
Count Total 0 0 0 0 0 130 0 417 533 0 3,108 0
260 1,51589 66 0 29 30 00 17 0 29 0 0
46 48 0 316 1,613
5:45 PM 0 0 0 0
46 0 0 93 71 0
399 1,734
5:30 PM 0 0 0 0 0 12 0
106 89 0 65 71 00 23 0 45 0 0
85 92 0 540 1,728
5:15 PM 0 0 0 0
57 0 0 147 143 0
358 1,593
5:00 PM 0 0 0 0 0 16 0
105 78 0 44 70 00 12 0 49 0 0
71 79 0 437 0
4:45 PM 0 0 0 0
43 0 0 127 105 0
393 0
4:30 PM 0 0 0 0 0 12 0
129 84 0 38 75 00 17 0 50 0 0
39 68 0 405 0
4:15 PM 0 0 0 0
51 0 0 98 128 04:00 PM 0 0 0 0 0 21 0
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
N/A Roy Diaz St Airport Blvd Airport Blvd 15-min
Total

UT LT TH RT
SB 1.9% 0.81
TOTAL 5.0% 0.80

TH RTUT LT TH RT UT LT
WB 9.7% 0.88
NB 5.7% 0.78
Peak Hour: 4:30 PM 5:30 PM
HV %: PHF
EB - -
Date: 11/14/2023
Peak Hour Count Period: 4:00 PM 6:00 PM
N
Airport Blvd
Roy Diaz St
Roy Diaz St
Airport Blvd
Airport Blvd
1,734TEV:

0.8PHF: 312
265 577
679
0 194
63 257
680
0 415
485900
375
0 0
0 0
0 0
0 0
0 0
4 Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 00 0 0 0 0 0Peak Hour 0 0 0 0 0
0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0
00 0 0 0 0 0
0 0
5:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
5:30 PM 0 0 0 0 0 0
0 0 0 0 0 05:15 PM 0 0 0 0 0
0 0 0 0 0 0
0 5:00 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
4:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
4:30 PM 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0
4:15 PM 0 0 0 0 0
0 0 0 0 0 0

TH RT LT TH RT
4:00 PM 0 0 0 0
Westbound Northbound Southbound

LT TH RT LT TH RT LT
87 0
Interval
Start
N/A Roy Diaz St Airport Blvd Airport Blvd
15-min
Total
Rolling
One HourEastbound
21 30 0 4 7 00 22 0 3 0 0
4 17 0 167 0
Peak Hour 0 0 0 0
3 0 0 38 62 0Count Total 0 0 0 0 0 43 0
12 663 5 0 0 2 00 2 0 0 0 0
0 2 0 13 83
5:45 PM 0 0 0 0
0 0 0 3 6 0
20 87
5:30 PM 0 0 0 0 0 2 0
4 3 0 2 2 00 9 0 0 0 0
1 1 0 21 94
5:15 PM 0 0 0 0
2 0 0 5 7 0
29 101
5:00 PM 0 0 0 0 0 5 0
10 12 0 1 2 00 4 0 0 0 0
0 2 0 17 0
4:45 PM 0 0 0 0
1 0 0 2 8 0
27 0
4:30 PM 0 0 0 0 0 4 0
6 8 0 0 5 00 8 0 0 0 0
0 1 0 28 0
4:15 PM 0 0 0 0
0 0 0 5 13 0
TH RT
4:00 PM 0 0 0 0 0 9 0

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
N/A Roy Diaz St Airport Blvd Airport Blvd
15-min
Total
Rolling
One HourEastbound Westbound
Project Manager: (415) 310-6469 [email protected] DRAFT
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Two-and-a-Half-Hour Count Summaries
Note: For all three-hour count summary, see next page.

Total
0 0
0 1
1 Peak Hour 35 28 65 46 174 0 0 0 0 0 0 0 0 1
8:15 AM
7:45 AM
8:00 AM 0 0
15 10 17 17 59 0 0 0 0 0 0 0
7:30 AM 0 0 0 0
11 5 13 15 44 0 0 0 0 0 0 0
0 1
5 5 21 10 41 0 0 0 0 0
4 8 14 4 30 0 0 0 0 0 0 0 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 9 174 0
HV% - 57% 8% 26% - 5% 13% 6% - 43% 60% 20% - 1% 8% 13% 11% 0 Peak
Hour
All 0 21 98 57 0 205 104 63 0 40 10 215 0 282 389
17 6 42 0 4 33
70 1,554 0
HV 0 12 8 15 0 11 13 4 0
0 0
0 384 0
8:15 AM 10 26 18 0 52 19 13 0 14 2 57 0 52 74 11 348 1,554 8:00 AM 5 28 19 0 34 32 13 0 13 3 44 0 71 100 22
373 0
7:45 AM 4 23 9 0 60 23 18 0 7 4 59 0 90 129 23 449 0
7:30 AM 0 2 21 11 0 59 30 19 0 6 1 55 0 69 86 14
Interval
Start
Terven Ave Terven Ave SB US 101 Ramps/Airport Blvd SB US 101 Ramps/Airport Blvd 15-min
Total
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
Date: 11/14/2023
Peak Hour Count Period: 6:30 AM 9:00 AM
SB 6.2% 0.77
TOTAL 11.2% 0.87
WB 7.5% 0.86
NB 24.5% 0.91
Peak Hour: 7:30 AM 8:30 AM
HV %: PHF
EB 19.9% 0.81
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
N
SB US 101 Ramps/Airport Blvd
Terven Ave
Terven AveSB US 101
Ramps/Airport
Blvd
Terven Ave
SB US 101
Ramps/Airport
Blvd
1,554TEV:

0.87PHF: 70
389
282
741
94 0
63 104
205
372
595
0 215
10 40
265
651
0 57
98 21
176
214
0 Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-and-a-Half-Hour Count Summaries
Note: Two-and-a-half-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 0
2 1
0 0
0 1
0 0
4 1
10 0 0 0 0 0
0 4
Peak Hour 35 28 65 46 174 0 0
0 0 0 0 0 0Count Total 84 76 134 105 399 0
00 0 0 0 0 0
0 0
8:45 AM 8 14 18 9 49 0 0
0 0 0 0 0 0
0 0 1
8:30 AM 11 8 15 12 46 0
0 0 0 0 0 08:15 AM 15 10 17 17 59
0 0 0 0 0 0
0 8:00 AM 11 5 13 15 44 0 0 0
0 0 0 0 0 0
0 0
7:45 AM 4 8 14 4 30 0 0
0 0 0 0 0 0
0 0 1
7:30 AM 5 5 21 10 41 0
0 0 0 0 0 0
0 0 2
0 7:00 AM 7 3 12 14 36 0 0 0
0 0 0 0 0 0
7 29 0
EB WB NB SB Total East
7:15 AM 3 10 9 12 34
0 0 0
- 43% 60%HV% - 57% 8% 26% -
0 0
6:45 AM 11 5 10 5 31 0 0
0 0 0 0 0 0
West North South
6:30 AM 9 8 5
11 40 10 215 0 282 38957 0 205 104 63 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
20% - 1% 8% 13% 11%5% 13% 6%
Peak
Hour
All 0 21 98
225 0 68 28 469 0
0 4 33 9 174 013 4 0 17 6 42
70 1,554 0
HV 0 12 8 15 0
Count Total 0 56 185 123 0 452 222 498 852 136 3,314 0
233 1,2493 54 0 28 45 70 20 20 13 0 10
43 51 5 284 1,465
8:45 AM 0 6 14 13
17 0 9 4 67 0
348 1,554
8:30 AM 0 7 21 15 0 31 14
2 57 0 52 74 110 52 19 13 0 14
71 100 22 384 1,509
8:15 AM 0 10 26 18
13 0 13 3 44 0
449 1,387
8:00 AM 0 5 28 19 0 34 32
4 59 0 90 129 230 60 23 18 0 7
69 86 14 373 1,300
7:45 AM 0 4 23 9
19 0 6 1 55 0
303 1,243
7:30 AM 0 2 21 11 0 59 30
3 34 0 45 83 200 34 19 37 0 2
38 74 9 262 0
7:15 AM 0 5 13 8
20 0 1 3 35 0
362 0
7:00 AM 0 5 17 8 0 33 19
2 32 0 39 122 170 62 23 30 0 3
23 88 8 316 0
6:45 AM 0 5 13 14
45 0 3 3 32 06:30 AM 0 7 9 8 0 67 23

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
Terven Ave Terven Ave SB US 101 Ramps/Airport Blvd SB US 101 Ramps/Airport Blvd 15-min
Total

UT LT TH RT TH RT
Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-and-a-Half-Hour Count Summaries - Heavy Vehicles
Two-and-a-Half-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
000 0 0 0
000 0 0 0
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 0 0
0 0 0
0 THLT
00 0 0 00 0
0 000 0 0
0 0
0 0
Peak Hour
0 0Count Total
0 000 0 0 00 0
0 0
8:45 AM
0 0 0
0 8:30 AM
000 00 0 0
0 0 0
0 0 0
0 0
0 0
8:15 AM
0 0 0 0
0 8:00 AM
00 0 0 00 0
0 0
7:45 AM
0 0 0
0 0 0
0 0 0
0 0 0
0 7:30 AM
000 0
0 0
7:15 AM
0 0 0 0
0 7:00 AM
00 0 0 00 06:45 AM 0
0 0
0 0 0
0 06:30 AM
RT
174 0
Interval
Start
Terven Ave Terven Ave SB US 101 Ramps/Airport Blvd SB US 101 Ramps/Airport Blvd 15-min
Total
Rolling
One Hour
6 42 0 4 33 90 11 13 4 0 17

RTTHLT RTTHLTRT
13 80 12 399 0
Peak Hour 0 12 8 15
8 0 27 15 92 0Count Total 0 26 20 38 0 40 28
49 1982 9 0 2 5 20 6 7 1 0 7
6 6 0 46 179
8:45 AM 0 2 2 4
2 0 1 3 11 0
59 174
8:30 AM 0 2 3 6 0 4 2
1 9 0 1 15 10 6 4 0 0 7
1 9 5 44 149
8:15 AM 0 5 3 7
1 0 7 2 4 0
30 141
8:00 AM 0 2 4 5 0 1 3
2 11 0 0 2 20 3 4 1 0 1
2 7 1 41 142
7:45 AM 0 3 0 1
2 0 2 1 18 0
34 130
7:30 AM 0 2 1 2 0 1 2
2 7 0 0 12 00 7 3 0 0 0
0 14 0 36 0
7:15 AM 0 0 0 3
0 0 1 1 10 0
31 0
7:00 AM 0 3 2 2 0 3 0
0 9 0 0 4 10 2 2 1 0 1
1 6 0 29 0
6:45 AM 0 4 3 4
0 0 0 1 4 0
TH RT
6:30 AM 0 3 2 4 0 7 1

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
Terven Ave Terven Ave SB US 101 Ramps/Airport Blvd SB US 101 Ramps/Airport Blvd 15-min
Total
Rolling
One HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 [email protected] DRAFT
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to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 0
1 1
0 0
0 0
2 2
20 0 0 0 0 0
0 2
Peak Hour 26 32 71 48 177 0 0
0 0 0 0 0 0Count Total 51 60 116 96 323 0
0 0 00 0 0 0 0 05:45 PM 7 4 7 11 29
0 0 0 0 0 0
0 5:30 PM 8 4 10 10 32 0 0 0
0 0 0 0 0 0
0 0
5:15 PM 6 11 11 8 36 0 0
0 0 0 0 0 0
0 0 1
5:00 PM 4 7 14 14 39 0
0 0 0 0 0 0
0 0 1
0 4:30 PM 6 5 12 12 35 0 0 0
0 0 0 0 0 0
19 49 0
EB WB NB SB Total East
4:45 PM 9 6 25 11 51
0 0 0
- 35% 22%HV% - 17% 6% 29% -
0 0
4:15 PM 7 14 20 11 52 0 0
0 0 0 0 0 0
West North South
4:00 PM 4 9 17
14 65 41 600 0 175 13335 0 121 114 137 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
7% - 6% 23% 19% 11%12% 11% 4%
Peak
Hour
All 0 48 137
236 0 112 64 1,088 0
0 11 31 6 177 012 6 0 23 9 39
31 1,637 0
HV 0 8 8 10 0
Count Total 0 84 241 77 0 213 216 330 266 52 2,979 0
256 1,3774 87 0 45 28 40 14 12 21 0 7
35 24 5 279 1,466
5:45 PM 0 7 18 9
23 0 6 6 100 0
357 1,602
5:30 PM 0 7 24 7 0 15 27
10 131 0 38 22 40 25 37 29 0 15
41 35 8 485 1,637
5:15 PM 0 7 28 11
46 0 20 9 213 0
345 1,602
5:00 PM 0 11 34 6 0 33 29
11 121 0 42 28 60 21 27 34 0 12
46 34 9 415 0
4:45 PM 0 7 24 12
25 0 10 10 155 0
392 0
4:30 PM 0 17 41 5 0 32 31
11 111 0 46 36 80 35 27 32 0 23
37 59 8 450 0
4:15 PM 0 13 38 12
26 0 19 3 170 04:00 PM 0 15 34 15 0 38 26

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
Terven Ave Terven Ave SB US 101 Ramps/Airport Blvd SB US 101 Ramps/Airport Blvd 15-min
Total

UT LT TH RT
Date: 11/14/2023
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 14.2% 0.94
TOTAL 10.8% 0.84
TH RT
WB 8.6% 0.86
NB 10.1% 0.73
Peak Hour: 4:15 PM 5:15 PM
HV %: PHF
EB 11.8% 0.87
0 0
0 0
0 0
0 0
0 0
0 0
0 2
0 0
N
SB US 101 Ramps/Airport Blvd
Terven Ave
Terven AveSB US 101
Ramps/Airport
Blvd
Terven Ave
SB US 101
Ramps/Airport
Blvd
1,637TEV:

0.84PHF: 31
133
175
339
226
0 137
114
121
372
912
0 600
41 65
706
289
0 35
137
48 220
210
0 Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
000 0 0 0
000 0 0 0
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 0 0
0 0 0
0 THLT
00 0 0 00 0
0 000 0 0
0 0
0 0
Peak Hour
0 0Count Total
0 0000 00 0 0 0
0 0
5:45 PM
0 0 0 0
0 5:30 PM
00 0 0 00 0
0 0
5:15 PM
0 0 0
0 0 0
0 0 0
0 0 0
0 5:00 PM
000 0
0 0
4:45 PM
0 0 0 0
0 4:30 PM
00 0 0 00 04:15 PM 0
0 0
0 0 0
0 04:00 PM
RT
177 0
Interval
Start
Terven Ave Terven Ave SB US 101 Ramps/Airport Blvd SB US 101 Ramps/Airport Blvd 15-min
Total
Rolling
One Hour
9 39 0 11 31 60 14 12 6 0 23

RTTHLT RTTHLTRT
18 68 10 323 0
Peak Hour 0 8 8 10
9 0 30 18 68 0Count Total 0 13 14 24 0 31 20
29 1362 2 0 3 7 10 4 0 0 0 3
0 7 3 32 158
5:45 PM 0 2 1 4
0 0 1 1 8 0
36 161
5:30 PM 0 2 3 3 0 2 2
4 5 0 1 7 00 6 4 1 0 2
2 11 1 39 177
5:15 PM 0 1 0 5
2 0 6 1 7 0
51 187
5:00 PM 0 1 3 0 0 2 3
2 16 0 5 5 10 3 2 1 0 7
0 11 1 35 0
4:45 PM 0 2 2 5
1 0 1 3 8 0
52 0
4:30 PM 0 2 1 3 0 3 1
3 8 0 4 4 30 6 6 2 0 9
3 16 0 49 0
4:15 PM 0 3 2 2
2 0 1 2 14 0
TH RT
4:00 PM 0 0 2 2 0 5 2

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
Terven Ave Terven Ave SB US 101 Ramps/Airport Blvd SB US 101 Ramps/Airport Blvd 15-min
Total
Rolling
One HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 [email protected] DRAFT
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to
to
Two-and-a-Half-Hour Count Summaries
Note: For all three-hour count summary, see next page.

Total
0 0
0 0
0 Peak Hour 37 2 18 0 57 0 0 0 0 0 0 0 0 0
8:00 AM 7 0 6 0 13 0 0 0 0 0 0 0 0 0
8:15 AM 8 2 6 0 16 0 0 0 0 0 0 0 0 0
7:30 AM 13 0 3 0 16 0 0 0 0 0 0 0 0 0
7:45 AM 9 0 3 0 12 0 0 0 0 0 0 0 0 0
- - 13% 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North
HV 0 0 0 37 0 0 2 0 0 18 0 0 0 0 0 0
- 0% 18% - 0% 67% - - 8% - - - -
South
0 428 0
57 0
99 428
8:00 AM 0 0 0 47 0 1 0 0 0 43
Peak
Hour
All 0 0 3 207 0 2 3 0 0 213 0 0 0 0 0
HV% -
8:15 AM 0 0 2 55 0 0 2 0 0 40 0 0 0 0 0 0
0 0 0 0 0 0
0 103 0
7:45 AM 0 0 1 57 0 0 1 0 0 76 0 0 0 0 0 0 135 0
91 0

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:30 AM 0 0 0 48 0 1 0 0 0 54 0 0 0 0 0
WB 40.0% 0.63
NB 8.5% 0.70
Peak Hour: 7:30 AM 8:30 AM
HV %: PHF
EB 17.6% 0.91
Date: 11/14/2023
Peak Hour Count Period: 6:30 AM 9:00 AM
SB - -
TOTAL 13.3% 0.79
Interval
Start
Roy Diaz St Driveway NB US 101 Ramps n/a 15-min
Total
Rolling
One HourEastbound Westbound Northbound Southbound
0 0
0 0
0 0
0 0
0 0
N
NB US 101 Ramps
Roy Diaz St
DrivewayNB US 101
Ramps
Roy Diaz St
428TEV:

0.79PHF:
3 2 5
3 0
0 213213
209
0 207
3210
216
0 Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-and-a-Half-Hour Count Summaries
Note: Two-and-a-half-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 0
0 0
0 0
0 0
0 0
0 0

UT LT TH RT
Interval
Start
Roy Diaz St Driveway NB US 101 Ramps n/a 15-min
Total

UT LT TH RT TH RT
6:30 AM 0 0 0 46 0 0 0

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound
0 1 0 0 0 40
0 0 0 78 0
6:45 AM 0 0 0 32
0 0 32 0 0 0
0 0 0 67 0
7:15 AM 0 0 0 35
0 0 29 0 0 0
74 0
7:00 AM 0 0 1 36 0 0 1
0 1 0 0 0 0
78 297
7:30 AM 0 0 0 48 0 1 0
0 0 0 0 0 00 0 0 0 0 43
0 0 1 0 0 76
0 0 0 103 322
7:45 AM 0 0 1 57
0 0 54 0 0 0
0 0 0 91 407
8:15 AM 0 0 2 55
0 0 43 0 0 0
135 383
8:00 AM 0 0 0 47 0 1 0
0 0 0 0 0 0
99 428
8:30 AM 0 0 0 69 0 0 0
0 0 0 0 0 00 0 2 0 0 40
0 0 2 0 0 27
0 0 0 102 427
8:45 AM 0 0 0 57
0 0 33 0 0 0
88 3800 2 0 0 0 0
Count Total 0 0 4 482 0 3 6 0 0 0 915 0
Peak
Hour
All 0 0 3
0 0 417 0 3 0
0 0 0 0 57 02 0 0 18 0 0
0 428 0
HV 0 0 0 37 0 0
213 0 0 0 0 0207 0 2 3 0 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
- - - - - 13%0% 67% - - 8% -HV% - - 0% 18% -
0 0
6:45 AM 12 1 5 0 18 0 0
0 0 0 0 0 0
West North South
6:30 AM 9 0 5 0 14 0
EB WB NB SB Total East
7:15 AM 8 0 8 0 16
0 0 0 0 0 0
0 7:00 AM 11 1 3 0 15 0 0 0
0 0 0 0 0 0
0 0
7:45 AM 9 0 3 0 12 0 0
0 0 0 0 0 0
0 0 0
7:30 AM 13 0 3 0 16 0
0 0 0 0 0 0
8:15 AM 8 2 6 0 16
0 0 0 0 0 0
0 8:00 AM 7 0 6 0 13 0 0 0
0 0 0 0 0 0
0 0
8:45 AM 10 2 9 0 21 0 0
0 0 0 0 0 0
0 0 0
8:30 AM 10 0 6 0 16 0
0 0 0 0 0 0
00 0 0 0 0 0
0 0
Peak Hr 37 2 18 0 57 0 0
0 0 0 0 0 0Count Total 97 6 54 0 157 0
00 0 0 0 0 0
Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-and-a-Half-Hour Count Summaries - Heavy Vehicles
Two-and-a-Half-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.

Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
Roy Diaz St Driveway NB US 101 Ramps n/a
15-min
Total
Rolling
One HourEastbound Westbound
0 0 0 14 0
6:45 AM 0 0 0 12
0 0 5 0 0 0
TH RT
6:30 AM 0 0 0 9 0 0 0

UT LT TH RT UT LT
18 0
7:00 AM 0 0 0 11 0 0 1
0 1 0 0 0 00 1 0 0 0 4
0 0 0 0 0 8
0 0 0 15 0
7:15 AM 0 0 0 8
0 0 3 0 0 0
0 0 0 16 65
7:45 AM 0 0 0 9
0 0 3 0 0 0
16 63
7:30 AM 0 0 0 13 0 0 0
0 0 0 0 0 0
12 59
8:00 AM 0 0 0 7 0 0 0
0 0 0 0 0 00 0 0 0 0 3
0 0 2 0 0 6
0 0 0 13 57
8:15 AM 0 0 0 8
0 0 6 0 0 0
0 0 0 16 57
8:45 AM 0 0 0 10
0 0 6 0 0 0
16 57
8:30 AM 0 0 0 10 0 0 0
0 0 0 0 0 0
21 660 1 0 0 0 00 0 2 0 0 8
0 0 0 157 0
Peak Hour 0 0 0 37
0 0 52 0 2 0Count Total 0 0 0 97 0 1 5
Westbound Northbound Southbound

LT TH RT LT TH RT LT
57 0
Interval
Start
Roy Diaz St Driveway NB US 101 Ramps n/a
15-min
Total
Rolling
One HourEastbound
0 0 0 0 0 00 0 2 0 0 18
0 0 0 0
6:45 AM 0 0 0 0 0
0 0 0 0 0 0

TH RT LT TH RT
6:30 AM 0 0 0 0
0 0
7:15 AM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
7:00 AM 0 0 0 0 0 0
0 0 0 0 0 0
7:45 AM 0 0 0 0 0
0 0 0 0 0 0
0 7:30 AM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
8:15 AM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
8:00 AM 0 0 0 0 0 0
0 0 0 0 0 0
8:45 AM 0 0 0 0 0
0 0 0 0 0 0
0 8:30 AM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 00 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0
0 0 00 0 0 0 0 0Peak Hour 0 0 0 0 0
0 0 0 0 0 0
Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 0
0 0
0 0
0 0
0 0
WB 25.0% 0.50
NB 12.0% 0.88
Peak Hour: 4:30 PM 5:30 PM
HV %: PHF
EB 4.2% 0.74
Date: 11/14/2023
Peak Hour Count Period: 4:00 PM 6:00 PM

UT LT TH RT
Interval
Start
Roy Diaz St Driveway NB US 101 Ramps n/a 15-min
Total

UT LT TH RT
SB - -
TOTAL 6.3% 0.79
TH RT
4:00 PM 0 0 0 158 0 0 1

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound
0 1 0 0 0 61
0 0 0 206 0
4:15 PM 0 0 2 105
0 0 46 0 1 0
0 0 0 221 0
4:45 PM 0 0 0 112
0 0 54 0 0 0
170 0
4:30 PM 0 0 0 165 0 1 1
0 1 0 0 0 0
157 754
5:00 PM 0 0 1 215 0 0 1
0 1 0 0 0 00 0 0 0 0 44
0 0 1 0 0 62
0 0 0 273 821
5:15 PM 0 0 1 144
0 0 56 0 0 0
0 0 0 163 801
5:45 PM 0 0 1 87
0 0 49 0 0 0
208 859
5:30 PM 0 0 0 113 0 1 0
0 0 0 0 0 0
126 7700 0 0 0 0 00 0 0 0 0 38
Count Total 0 0 5 1,099 0 3 4 0 0 0 1,524 0
Peak
Hour
All 0 0 2
0 0 410 0 3 0
0 0 0 0 54 00 0 0 26 0 0
0 859 0
HV 0 0 0 27 0 1
216 0 1 0 0 0636 0 1 3 0 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
0% - - - - 6%100% 0% - - 12% -HV% - - 0% 4% -
0 0
4:15 PM 4 0 8 0 12 0 0
0 0 0 0 0 0
West North South
4:00 PM 8 1 6 0 15 0
EB WB NB SB Total East
4:45 PM 10 0 3 0 13
0 0 0 0 0 0
0 4:30 PM 7 1 7 0 15 0 0 0
0 0 0 0 0 0
0 0
5:15 PM 3 0 11 0 14 0 0
0 0 0 0 0 0
0 0 0
5:00 PM 7 0 5 0 12 0
0 0 0 0 0 0
5:45 PM 5 0 2 0 7
0 0 0 0 0 0
0 5:30 PM 5 0 3 0 8 0 0 0
0 0 0 0 0 0
0 0 00 0 0 0 0 0
0 0
Peak Hr 27 1 26 0 54 0 0
0 0 0 0 0 0Count Total 49 2 45 0 96 0
00 0 0 0 0 0
0 0
0 0
0 0
0 0
0 0
N
NB US 101 Ramps
Roy Diaz St
DrivewayNB US 101
Ramps
Roy Diaz St
859TEV:

0.79PHF:
3 1 4
3 0
1 216217
637
0 636
2638
219
0 Project Manager: (415) 310-6469 [email protected] DRAFT
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.

Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
Roy Diaz St Driveway NB US 101 Ramps n/a
15-min
Total
Rolling
One HourEastbound Westbound
0 0 0 15 0
4:15 PM 0 0 0 4
0 0 5 0 1 0
TH RT
4:00 PM 0 0 0 8 0 0 1

UT LT TH RT UT LT
12 0
4:30 PM 0 0 0 7 0 1 0
0 0 0 0 0 00 0 0 0 0 8
0 0 0 0 0 3
0 0 0 15 0
4:45 PM 0 0 0 10
0 0 7 0 0 0
0 0 0 12 52
5:15 PM 0 0 0 3
0 0 5 0 0 0
13 55
5:00 PM 0 0 0 7 0 0 0
0 0 0 0 0 0
14 54
5:30 PM 0 0 0 5 0 0 0
0 0 0 0 0 00 0 0 0 0 11
0 0 0 0 0 2
0 0 0 8 47
5:45 PM 0 0 0 5
0 0 3 0 0 0
7 410 0 0 0 0 0
0 0 0 96 0
Peak Hour 0 0 0 27
0 0 44 0 1 0Count Total 0 0 0 49 0 1 1
Westbound Northbound Southbound

LT TH RT LT TH RT LT
54 0
Interval
Start
Roy Diaz St Driveway NB US 101 Ramps n/a
15-min
Total
Rolling
One HourEastbound
0 0 0 0 0 00 1 0 0 0 26
0 0 0 0
4:15 PM 0 0 0 0 0
0 0 0 0 0 0

TH RT LT TH RT
4:00 PM 0 0 0 0
0 0
4:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
4:30 PM 0 0 0 0 0 0
0 0 0 0 0 0
5:15 PM 0 0 0 0 0
0 0 0 0 0 0
0 5:00 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
5:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
5:30 PM 0 0 0 0 0 0
0 0 0 0 0 0
00 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0
0 0 00 0 0 0 0 0Peak Hour 0 0 0 0 0
0 0 0 0 0 0
Project Manager: (415) 310-6469 [email protected] DRAFT

B. EXISTING CONDITIONS SYNCHRO &

SIMTRAFFIC OUTPUT SHEETS

DRAFT
Salinas Airport TIA Existing Conditions
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: AM Peak HCM 6th TWSC Synchro 11 Report
Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 5.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 213 0 2 3 3 207
Future Vol, veh/h 213 0 2 3 3 207
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 115 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 70 92 50 38 38 91
Heavy Vehicles, % 8 0 0 67 0 18
Mvmt Flow 304 0 4 8 8 227

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 24 8 235 0 - 0
Stage 1 8 - - - - -
Stage 2 16 - - - - -
Critical Hdwy 6.48 6.2 4.1 - - -
Critical Hdwy Stg 1 5.48 - - - - -
Critical Hdwy Stg 2 5.48 - - - - -
Follow-up Hdwy 3.572 3.3 2.2 - - -
Pot Cap-1 Maneuver 977 1080 1344 - - -
Stage 1 1000 - - - - -
Stage 2 991 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 974 1080 1344 - - -
Mov Cap-2 Maneuver 974 - - - - -
Stage 1 997 - - - - -
Stage 2 991 - - - - -

Approach EB NB SB
HCM Control Delay, s 10.4 2.6 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1344 - 974 - -
HCM Lane V/C Ratio 0.003 - 0.312 - -
HCM Control Delay (s) 7.7 - 10.4 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 1.3 - -
DRAFT
Salinas Airport TIA Existing Conditions
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 10 0 284 389 70 205 104 63 21 99 57 Future Volume (veh/h) 40 10 0 284 389 70 205 104 63 21 99 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1263 1011 0 1885 1781 1707 1826 1707 1811 1055 1781 1515 Adj Flow Rate, veh/h 46 11 0 326 447 80 236 120 0 24 114 66 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 43 60 0 1 8 13 5 13 6 57 8 26
Cap, veh/h 73 107 0 391 733 130 288 146 36 173 152
Arrive On Green 0.06 0.11 0.00 0.22 0.26 0.26 0.26 0.26 0.00 0.12 0.12 0.12 Sat Flow, veh/h 1203 1011 0 1795 2871 511 1096 557 1535 307 1459 1280 Grp Volume(v), veh/h 46 11 0 326 262 265 356 0 0 138 0 66 Grp Sat Flow(s),veh/h/ln 1203 1011 0 1795 1692 1690 1653 0 1535 1766 0 1280 Q Serve(g_s), s 2.5 0.7 0.0 11.5 9.1 9.2 13.4 0.0 0.0 5.0 0.0 3.2 Cycle Q Clear(g_c), s 2.5 0.7 0.0 11.5 9.1 9.2 13.4 0.0 0.0 5.0 0.0 3.2 Prop In Lane 1.00 0.00 1.00 0.30 0.66 1.00 0.17 1.00
Lane Grp Cap(c), veh/h 73 107 0 391 432 431 434 0 210 0 152 V/C Ratio(X) 0.63 0.10 0.00 0.83 0.61 0.61 0.82 0.00 0.66 0.00 0.43 Avail Cap(c_a), veh/h 580 457 0 2354 2295 2291 1046 0 852 0 617 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.5 26.8 0.0 24.8 21.8 21.8 23.0 0.0 0.0 27.9 0.0 27.2 Incr Delay (d2), s/veh 10.6 0.6 0.0 4.7 2.0 2.0 3.9 0.0 0.0 3.5 0.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.2 0.0 4.8 3.4 3.4 5.0 0.0 0.0 2.2 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.0 27.4 0.0 29.5 23.7 23.8 26.9 0.0 0.0 31.4 0.0 29.1 LnGrp LOS D C A C C C C A C A C
Approach Vol, veh/h 57 853 356 204
Approach Delay, s/veh 38.4 26.0 26.9 30.7
Approach LOS D C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.0 12.3 13.0 9.1 22.2 22.0
Change Period (Y+Rc), s 4.6 5.3 5.1 5.1 5.3 4.6
Max Green Setting (Gmax), s 87.0 30.0 32.0 32.0 90.0 42.0 Max Q Clear Time (g_c+I1), s 13.5 2.7 7.0 4.5 11.2 15.4 Green Ext Time (p_c), s 1.0 0.0 1.0 0.1 4.9 2.0
Intersection Summary
HCM 6th Ctrl Delay 27.3
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

DRAFT
Salinas Airport TIA Existing Conditions
3: Roy Diaz Street & Airport Boulevard Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 475 125 114 299 73 168
Future Volume (veh/h) 475 125 114 299 73 168
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1470 1841 1856 1530 1885
Adj Flow Rate, veh/h 559 147 134 352 86 198
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Percent Heavy Veh, % 4 29 4 3 25 1
Cap, veh/h 687 1181 188 1110 241 265
Arrive On Green 0.37 0.37 0.11 0.60 0.17 0.17
Sat Flow, veh/h 1841 2190 1753 1856 1457 1598
Grp Volume(v), veh/h 559 147 134 352 86 198
Grp Sat Flow(s),veh/h/ln1841 1095 1753 1856 1457 1598
Q Serve(g_s), s 15.8 1.9 4.3 5.4 3.0 6.8
Cycle Q Clear(g_c), s 15.8 1.9 4.3 5.4 3.0 6.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 687 1181 188 1110 241 265
V/C Ratio(X) 0.81 0.12 0.71 0.32 0.36 0.75
Avail Cap(c_a), veh/h 1117 1692 760 1126 758 831
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 16.3 6.6 24.9 5.7 21.3 22.9
Incr Delay (d2), s/veh 2.4 0.0 5.0 0.2 0.9 4.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.7 0.5 1.8 1.3 1.0 2.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.7 6.6 29.8 5.9 22.2 27.1
LnGrp LOS B A C A C C
Approach Vol, veh/h 706 486 284
Approach Delay, s/veh 16.2 12.5 25.6
Approach LOS B B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 13.0 28.3 41.3 16.4
Change Period (Y+Rc), s 6.8 6.8 6.8 6.8
Max Green Setting (Gmax), s 25.0 35.0 35.0 30.0
Max Q Clear Time (g_c+I1), s 6.3 17.8 7.4 8.8
Green Ext Time (p_c), s 0.3 3.6 1.9 0.9
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
DRAFT
Salinas Airport TIA Existing Conditions
SimTraffic Performance Report AM Peak
SimTraffic Performance Report SimTraffic Report
Kimley-Horn & Associates Page 1
4: Skyway Boulevard & Airport Boulevard Performance by approach Approach EB NB SB All
Denied Del/Veh (s) 0.0 0.1 0.1 0.1
Total Del/Veh (s) 2.3 5.2 3.9 3.0
DRAFT

SITE LA
YOUT
Site: 5 [E.

Alisal St @ Skyway Blvd_AM
-
EX (Site Folder: EX)]
New Site
Site Category: (None)
Roundabout
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Created: Monday
, November
20, 2023 6:10:41
PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT

LANE SUMMAR
Y
Site: 5 [E.

Alisal St @ Skyway Blvd_AM
-
EX (Site Folder: EX)]
Output produced by SIDRA

INTERSECTION V
ersion: 9.1.1.200
New Site
Site Category: (None)
Roundabout
Lane Use and Performance
Demand
Flows
Arrival Flows
95% Back Of
Queue
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Skyway Blvd
Lane 1
72 4.7
72 4.7
941

0.076
100

4.5 LOS
A

0.4 10.7
Full
1600

0.0 0.0
Lane 2
d
202

4.0 202

4.0 1293

0.157
100

4.1 LOS
A

1.0 25.6
Full
1600

0.0 0.0
Approach
274

4.2 274

4.2 0.157

4.2 LOS
A

1.0 25.6
East: E.

Alisal St
Lane 1
310

2.0 310

2.0 1316

0.235
100

4.7 LOS
A

1.5 37.3
Full
1600

0.0 0.0
Lane 2
d
543

2.0 543

2.0 1614

0.336
100

4.9 LOS
A

2.4 61.0
Full
1600

0.0 0.0
Approach
852

2.0 852

2.0 0.336

4.8 LOS
A

2.4 61.0
North: Quilla St
Lane 1
d
323

1.4 323

1.4 796

0.406
100

9.6 LOS
A

2.2 55.5
Full
1600

0.0 0.0
Approach
323

1.4 323

1.4 0.406

9.6 LOS
A

2.2 55.5
W
est: E.

Alisal St
Lane 1
d
410

1.9 410

1.9 1
193

0.343
100

6.3 LOS
A

2.5 62.7
Full
650

0.0 0.0
Lane 2
88 0.0
88 0.0
1675

0.052
100

0.0 LOS
A

0.0 0.0
Full
650

0.0 0.0
Approach
498

1.6 498

1.6 0.343

5.2 LOS
A

2.5 62.7
All
V
ehicles
1948

2.1 1948

2.1 0.406

5.6 LOS
A

2.5 62.7
Site
Level
of
Service
(LOS)
Method:

Delay
&
v/c
(HCM
6).

Site
LOS
Method
is
specified
in
the
Parame
ter
Settings
dialog
(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: SIDRA
HCM.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA
queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap
-
Acceptance Capacity Formula: SIDRA
Standard (Akçelik M3D).

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

Arrival
Flows
used
in
performance
calculations
are
adjusted
to
include
any
Initial
Queued
Demand
an
d
Upstream
Capacity
Constraint ef
fects.
d
Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Skyway Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
22 50
-
72 4.7
941

0.076
100
NA
NA
Lane 2
-
-
202
202

4.0 1293

0.157
100
NA
NA
Approach
22 50
202
274

4.2 0.157
East: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.

Deg.

Satn
Lane
Util.

Prob.

SL
Ov
.

Ov
.

Lane
From E
DRAFT
T
o Exit:

S
W
N
veh/h
v/c
%
%
No.

Lane 1
310
-
-
310

2.0 1316

0.235
100
NA
NA
Lane 2
-
532
1 1
543

2.0 1614

0.336
100
NA
NA
Approach
310
532
1 1
852

2.0 0.336
North: Quilla St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
21 230
72 323

1.4 796

0.406
100
NA
NA
Approach
21 230
72 323

1.4 0.406
W
est: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
16 394
-
410

1.9 1
193

0.343
100
NA
NA
Lane 2
-
-
88 88

0.0 1675

0.052
100
NA
NA
Approach
16 394
88 498

1.6 0.343
T
otal
%HV
Deg.Satn (v/c)
All V
ehicles
1948

2.1 0.406
Arrival
Flows
used
in
performance
calculations
are
adjusted
to
include
any
Initial
Queued
Demand
an
d
Upstream
Capacity
Constraint ef
fects.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
There are no Exit Short Lanes for Merge
Analysis at this Site.

V
ariable Demand
Analysis
Initial
Queued
Demand
Residual
Queued
Demand
T
ime for
Residual
Demand
to Clear
Duration
of
Oversatn
veh
veh
sec
sec
South: Skyway Blvd
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
East: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
North: Quilla St
Lane 1

0.0 0.0

0.0 0.0
W
est: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Processed: Monday
, Novemb
er 20, 2023
6:10:42 PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT
Salinas Airport TIA Existing Conditions
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: PM Peak HCM 6th TWSC Synchro 11 Report
Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 2.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 216 1 1 3 2 636
Future Vol, veh/h 216 1 1 3 2 636
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 115 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 87 25 25 75 50 74
Heavy Vehicles, % 12 0 100 0 0 4
Mvmt Flow 248 4 4 4 4 859

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 16 4 863 0 - 0
Stage 1 4 - - - - -
Stage 2 12 - - - - -
Critical Hdwy 6.52 6.2 5.1 - - -
Critical Hdwy Stg 1 5.52 - - - - -
Critical Hdwy Stg 2 5.52 - - - - -
Follow-up Hdwy 3.608 3.3 3.1 - - -
Pot Cap-1 Maneuver 977 1085 485 - - -
Stage 1 994 - - - - -
Stage 2 985 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 969 1085 485 - - -
Mov Cap-2 Maneuver 969 - - - - -
Stage 1 986 - - - - -
Stage 2 985 - - - - -

Approach EB NB SB
HCM Control Delay, s 10 6.2 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 485 - 971 - -
HCM Lane V/C Ratio 0.008 - 0.26 - -
HCM Control Delay (s) 12.5 - 10 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0 - 1 - -
DRAFT
Salinas Airport TIA Existing Conditions
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 41 0 175 133 31 121 114 140 48 137 35 Future Volume (veh/h) 65 41 0 175 133 31 121 114 140 48 137 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1381 1574 0 1811 1559 1618 1722 1737 1841 1648 1811 1470 Adj Flow Rate, veh/h 77 49 0 208 158 37 144 136 0 57 163 42 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 35 22 0 6 23 19 12 11 4 17 6 29
Cap, veh/h 113 188 0 266 431 98 187 176 81 232 217
Arrive On Green 0.09 0.12 0.00 0.15 0.18 0.18 0.21 0.21 0.00 0.17 0.17 0.17 Sat Flow, veh/h 1316 1574 0 1725 2395 547 871 823 1560 463 1325 1242 Grp Volume(v), veh/h 77 49 0 208 96 99 280 0 0 220 0 42 Grp Sat Flow(s),veh/h/ln 1316 1574 0 1725 1481 1461 1693 0 1560 1788 0 1242 Q Serve(g_s), s 3.3 1.6 0.0 6.7 3.3 3.5 9.1 0.0 0.0 6.7 0.0 1.7 Cycle Q Clear(g_c), s 3.3 1.6 0.0 6.7 3.3 3.5 9.1 0.0 0.0 6.7 0.0 1.7 Prop In Lane 1.00 0.00 1.00 0.37 0.51 1.00 0.26 1.00
Lane Grp Cap(c), veh/h 113 188 0 266 266 263 363 0 313 0 217 V/C Ratio(X) 0.68 0.26 0.00 0.78 0.36 0.38 0.77 0.00 0.70 0.00 0.19 Avail Cap(c_a), veh/h 723 811 0 1096 1272 1255 1222 0 983 0 683 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.8 23.3 0.0 23.7 20.9 21.0 21.5 0.0 0.0 22.6 0.0 20.5 Incr Delay (d2), s/veh 8.5 1.0 0.0 5.0 1.2 1.3 3.5 0.0 0.0 2.9 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.6 0.0 2.8 1.1 1.1 3.4 0.0 0.0 2.9 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.3 24.3 0.0 28.6 22.1 22.3 25.0 0.0 0.0 25.5 0.0 20.9 LnGrp LOS C C A C C C C A C A C
Approach Vol, veh/h 126 403 280 262
Approach Delay, s/veh 30.4 25.5 25.0 24.7
Approach LOS C C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.6 12.3 15.3 10.1 15.8 17.1
Change Period (Y+Rc), s 4.6 5.3 5.1 5.1 5.3 4.6
Max Green Setting (Gmax), s 37.0 30.0 32.0 32.0 50.0 42.0 Max Q Clear Time (g_c+I1), s 8.7 3.6 8.7 5.3 5.5 11.1
Green Ext Time (p_c), s 0.6 0.3 1.5 0.3 1.6 1.6
Intersection Summary
HCM 6th Ctrl Delay 25.8
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

DRAFT
Salinas Airport TIA Existing Conditions
3: Roy Diaz Street & Airport Boulevard Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 491 421 265 312 63 194
Future Volume (veh/h) 491 421 265 312 63 194
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1796 1870 1870 1381 1870
Adj Flow Rate, veh/h 614 526 331 390 79 242
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Percent Heavy Veh, % 4 7 2 2 35 2
Cap, veh/h 685 1477 374 1236 238 287
Arrive On Green 0.37 0.37 0.21 0.66 0.18 0.18
Sat Flow, veh/h 1841 2665 1781 1870 1316 1585
Grp Volume(v), veh/h 614 526 331 390 79 242
Grp Sat Flow(s),veh/h/ln1841 1332 1781 1870 1316 1585
Q Serve(g_s), s 27.1 9.5 15.5 7.7 4.5 12.7
Cycle Q Clear(g_c), s 27.1 9.5 15.5 7.7 4.5 12.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 685 1477 374 1236 238 287
V/C Ratio(X) 0.90 0.36 0.88 0.32 0.33 0.84
Avail Cap(c_a), veh/h 747 1567 517 1236 458 552
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 25.5 10.7 33.0 6.3 30.7 34.1
Incr Delay (d2), s/veh 12.9 0.1 12.8 0.1 0.8 6.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 13.0 3.8 7.6 2.3 1.4 5.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.4 10.9 45.8 6.4 31.5 40.7
LnGrp LOS D B D A C D
Approach Vol, veh/h 1140 721 321
Approach Delay, s/veh 25.7 24.5 38.5
Approach LOS C C D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 24.9 38.9 63.8 22.4
Change Period (Y+Rc), s 6.8 6.8 6.8 6.8
Max Green Setting (Gmax), s 25.0 35.0 35.0 30.0
Max Q Clear Time (g_c+I1), s 17.5 29.1 9.7 14.7
Green Ext Time (p_c), s 0.6 3.0 2.1 0.9
Intersection Summary
HCM 6th Ctrl Delay 27.2
HCM 6th LOS C
DRAFT
Salinas Airport TIA Existing Conditions
SimTraffic Performance Report PM Peak
SimTraffic Performance Report SimTraffic Report
Kimley-Horn & Associates Page 1
4: Skyway Boulevard & Airport Boulevard Performance by approach Approach EB NB SB All
Denied Del/Veh (s) 0.0 0.1 0.1 0.0
Total Del/Veh (s) 8.3 6.5 2.4 6.9
DRAFT

SITE LA
YOUT
Site: 5 [E.

Alisal St @ Skyway Blvd_PM
-
EX (Site Folder: EX)]
New Site
Site Category: (None)
Roundabout
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Created: Monday
, November
20, 2023 6:12:07
PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT

LANE SUMMAR
Y
Site: 5 [E.

Alisal St @ Skyway Blvd_PM
-
EX (Site Folder: EX)]
Output produced by SIDRA

INTERSECTION V
ersion: 9.1.1.200
New Site
Site Category: (None)
Roundabout
Lane Use and Performance
Demand
Flows
Arrival Flows
95% Back Of
Queue
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Skyway Blvd
Lane 1
296

0.6 296

0.6 917

0.323
100

7.4 LOS
A

2.1 52.0
Full
1600

0.0 0.0
Lane 2
d
533

3.0 533

3.0 1
164

0.458
100

7.9 LOS
A

3.5 89.2
Full
1600

0.0 0.0
Approach
829

2.1 829

2.1 0.458

7.7 LOS
A

3.5 89.2
East: E.

Alisal St
Lane 1
1 17

5.0 1
17 5.0
923

0.127
100

5.1 LOS
A

0.7 18.0
Full
1600

0.0 0.0
Lane 2
d
339

1.9 339

1.9 1309

0.259
100

5.0 LOS
A

1.7 43.6
Full
1600

0.0 0.0
Approach
456

2.7 456

2.7 0.259

5.0 LOS
A

1.7 43.6
North: Quilla St
Lane 1
d
107

0.0 107

0.0 887

0.121
100

5.2 LOS
A

0.5 13.2
Full
1600

0.0 0.0
Approach
107

0.0 107

0.0 0.121

5.2 LOS
A

0.5 13.2
W
est: E.

Alisal St
Lane 1
d
499

1.0 499

1.0 1454

0.343
100

5.4 LOS
A

2.2 56.4
Full
650

0.0 0.0
Lane 2
33 3.0
33 3.0
1626

0.020
100

0.0 LOS
A

0.0 0.0
Full
650

0.0 0.0
Approach
532

1.1 532

1.1 0.343

5.1 LOS
A

2.2 56.4
All
V
ehicles
1924

1.9 1924

1.9 0.458

6.2 LOS
A

3.5 89.2
Site
Level
of
Service
(LOS)
Method:

Delay
&
v/c
(HCM
6).

Site
LOS
Method
is
specified
in
the
Parame
ter
Settings
dialog
(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: SIDRA
HCM.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA
queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap
-
Acceptance Capacity Formula: SIDRA
Standard (Akçelik M3D).

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
1 17
179
-
296

0.6 917

0.323
100
NA
NA
Lane 2
-
-
533
533

3.0 1
164

0.458
100
NA
NA
Approach
1 17
179
533
829

2.1 0.458
East: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.

Deg.

Satn
Lane
Util.

Prob.

SL
Ov
.

Ov
.

Lane
From E
DRAFT
T
o Exit:

S
W
N
veh/h
v/c
%
%
No.

Lane 1
1 17
-
-
1 17

5.0 923

0.127
100
NA
NA
Lane 2
-
328
12 339

1.9 1309

0.259
100
NA
NA
Approach
1 17
328
12 456

2.7 0.259
North: Quilla St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
12 60
36 107

0.0 887

0.121
100
NA
NA
Approach
12 60
36 107

0.0 0.121
W
est: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
22 477
-
499

1.0 1454

0.343
100
NA
NA
Lane 2
-
-
33 33

3.0 1626

0.020
100
NA
NA
Approach
22 477
33 532

1.1 0.343
T
otal
%HV
Deg.Satn (v/c)
All V
ehicles
1924

1.9 0.458
Arrival
Flows
used
in
performance
calculations
are
adjusted
to
include
any
Initial
Queued
Demand
an
d
Upstream
Capacity
Constraint ef
fects.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
There are no Exit Short Lanes for Merge
Analysis at this Site.

V
ariable Demand
Analysis
Initial
Queued
Demand
Residual
Queued
Demand
T
ime for
Residual
Demand
to Clear
Duration
of
Oversatn
veh
veh
sec
sec
South: Skyway Blvd
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
East: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
North: Quilla St
Lane 1

0.0 0.0

0.0 0.0
W
est: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Processed: Monday
, Novemb
er 20, 2023
6:12:07 PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT
Salinas Airport TIA Existing Conditions
Queuing and Blocking Report AM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 1: Roy Diaz Street & US 101 NB Ramps
Movement EB NB
Directions Served LR L
Maximum Queue (ft) 90 18
Average Queue (ft) 46 1
95th Queue (ft) 72 8
Link Distance (ft) 2209
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115
Storage Blk Time (%)
Queuing Penalty (veh)
DRAFT
Salinas Airport TIA Existing Conditions
Queuing and Blocking Report PM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 1: Roy Diaz Street & US 101 NB Ramps
Movement EB NB SB
Directions Served LR L R
Maximum Queue (ft) 97 10 32
Average Queue (ft) 51 0 0
95th Queue (ft) 84 7 3
Link Distance (ft) 2209 510
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115
Storage Blk Time (%)
Queuing Penalty (veh)
DRAFT
Salinas Airport TIA Existing Conditions
Queuing and Blocking Report AM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Movement EB EB WB WB WB NB NB SB SB
Directions Served L T L T TR LT R LT R
Maximum Queue (ft) 94 77 293 391 140 212 75 257 76
Average Queue (ft) 37 15 131 166 93 150 35 102 42
95th Queue (ft) 85 53 236 304 177 222 90 203 89
Link Distance (ft) 285 646 135 556
Upstream Blk Time (%) 17
Queuing Penalty (veh) 64
Storage Bay Dist (ft) 150 270 115 50 50
Storage Blk Time (%) 0 20 1 44 0 31 2
Queuing Penalty (veh) 1 110 6 28 1 18 2
DRAFT
Salinas Airport TIA Existing Conditions
Queuing and Blocking Report PM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Movement EB EB WB WB WB NB NB SB SB
Directions Served L T L T TR LT R LT R
Maximum Queue (ft) 147 96 214 174 139 192 75 242 75
Average Queue (ft) 55 30 97 71 31 134 46 108 29
95th Queue (ft) 117 74 176 138 93 219 96 196 80
Link Distance (ft) 285 646 135 556
Upstream Blk Time (%) 13
Queuing Penalty (veh) 51
Storage Bay Dist (ft) 150 270 115 50 50
Storage Blk Time (%) 0 0 0 4 0 34 0 32 1
Queuing Penalty (veh) 0 0 0 13 0 49 1 12 1
DRAFT

C. EXISTING PLUS PROJECT CONDITIONS

SYNCHRO & SIMTRAFFIC OUTPUT SHEETS

DRAFT
Salinas Airport TIA Existing Plus Project Conditions
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: AM Peak HCM 6th TWSC Synchro 11 Report
Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 5.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 223 0 2 3 3 212
Future Vol, veh/h 223 0 2 3 3 212
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 115 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 70 92 50 38 38 91
Heavy Vehicles, % 8 0 0 67 0 18
Mvmt Flow 319 0 4 8 8 233

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 24 8 241 0 - 0
Stage 1 8 - - - - -
Stage 2 16 - - - - -
Critical Hdwy 6.48 6.2 4.1 - - -
Critical Hdwy Stg 1 5.48 - - - - -
Critical Hdwy Stg 2 5.48 - - - - -
Follow-up Hdwy 3.572 3.3 2.2 - - -
Pot Cap-1 Maneuver 977 1080 1337 - - -
Stage 1 1000 - - - - -
Stage 2 991 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 974 1080 1337 - - -
Mov Cap-2 Maneuver 974 - - - - -
Stage 1 997 - - - - -
Stage 2 991 - - - - -

Approach EB NB SB
HCM Control Delay, s 10.5 2.6 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1337 - 974 - -
HCM Lane V/C Ratio 0.003 - 0.327 - -
HCM Control Delay (s) 7.7 - 10.5 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 1.4 - -
DRAFT
Salinas Airport TIA Existing Plus Project Conditions
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 10 0 296 389 70 205 105 66 21 102 57 Future Volume (veh/h) 40 10 0 296 389 70 205 105 66 21 102 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1263 1011 0 1885 1781 1707 1826 1707 1811 1055 1781 1515 Adj Flow Rate, veh/h 46 11 0 340 447 80 236 121 0 24 117 66 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 43 60 0 1 8 13 5 13 6 57 8 26
Cap, veh/h 72 104 0 404 750 133 287 147 36 176 154
Arrive On Green 0.06 0.10 0.00 0.23 0.26 0.26 0.26 0.26 0.00 0.12 0.12 0.12 Sat Flow, veh/h 1203 1011 0 1795 2871 511 1093 560 1535 301 1466 1280 Grp Volume(v), veh/h 46 11 0 340 262 265 357 0 0 141 0 66 Grp Sat Flow(s),veh/h/ln 1203 1011 0 1795 1692 1690 1653 0 1535 1766 0 1280 Q Serve(g_s), s 2.5 0.7 0.0 12.3 9.2 9.3 13.8 0.0 0.0 5.2 0.0 3.2 Cycle Q Clear(g_c), s 2.5 0.7 0.0 12.3 9.2 9.3 13.8 0.0 0.0 5.2 0.0 3.2 Prop In Lane 1.00 0.00 1.00 0.30 0.66 1.00 0.17 1.00
Lane Grp Cap(c), veh/h 72 104 0 404 442 441 434 0 212 0 154 V/C Ratio(X) 0.64 0.11 0.00 0.84 0.59 0.60 0.82 0.00 0.66 0.00 0.43 Avail Cap(c_a), veh/h 568 448 0 2305 2248 2244 1024 0 834 0 605 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.1 27.5 0.0 25.1 21.9 21.9 23.5 0.0 0.0 28.5 0.0 27.7 Incr Delay (d2), s/veh 10.8 0.6 0.0 4.8 1.8 1.9 4.0 0.0 0.0 3.6 0.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.2 0.0 5.2 3.4 3.5 5.2 0.0 0.0 2.3 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.0 28.2 0.0 29.9 23.7 23.8 27.5 0.0 0.0 32.1 0.0 29.5 LnGrp LOS D C A C C C C A C A C
Approach Vol, veh/h 57 867 357 207
Approach Delay, s/veh 39.3 26.2 27.5 31.3
Approach LOS D C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.8 12.3 13.2 9.2 23.0 22.4
Change Period (Y+Rc), s 4.6 5.3 5.1 5.1 5.3 4.6
Max Green Setting (Gmax), s 87.0 30.0 32.0 32.0 90.0 42.0 Max Q Clear Time (g_c+I1), s 14.3 2.7 7.2 4.5 11.3 15.8 Green Ext Time (p_c), s 1.0 0.0 1.0 0.1 4.9 2.0
Intersection Summary
HCM 6th Ctrl Delay 27.7
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

DRAFT
Salinas Airport TIA Existing Plus Project Conditions
3: Roy Diaz Street & Airport Boulevard Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 492 125 119 303 73 178
Future Volume (veh/h) 492 125 119 303 73 178
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1470 1841 1856 1530 1885
Adj Flow Rate, veh/h 579 147 140 356 86 209
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Percent Heavy Veh, % 4 29 4 3 25 1
Cap, veh/h 701 1211 185 1114 250 274
Arrive On Green 0.38 0.38 0.11 0.60 0.17 0.17
Sat Flow, veh/h 1841 2190 1753 1856 1457 1598
Grp Volume(v), veh/h 579 147 140 356 86 209
Grp Sat Flow(s),veh/h/ln1841 1095 1753 1856 1457 1598
Q Serve(g_s), s 17.0 1.9 4.6 5.7 3.1 7.4
Cycle Q Clear(g_c), s 17.0 1.9 4.6 5.7 3.1 7.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 701 1211 185 1114 250 274
V/C Ratio(X) 0.83 0.12 0.76 0.32 0.34 0.76
Avail Cap(c_a), veh/h 1079 1660 734 1114 732 802
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 16.7 6.4 26.0 5.9 21.8 23.6
Incr Delay (d2), s/veh 3.2 0.0 6.1 0.2 0.8 4.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.3 0.5 2.0 1.4 1.0 2.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9 6.4 32.1 6.1 22.6 27.9
LnGrp LOS B A C A C C
Approach Vol, veh/h 726 496 295
Approach Delay, s/veh 17.2 13.4 26.4
Approach LOS B B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 13.1 29.6 42.7 17.1
Change Period (Y+Rc), s 6.8 6.8 6.8 6.8
Max Green Setting (Gmax), s 25.0 35.0 35.0 30.0
Max Q Clear Time (g_c+I1), s 6.6 19.0 7.7 9.4
Green Ext Time (p_c), s 0.3 3.7 2.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 17.7
HCM 6th LOS B
DRAFT
Salinas Airport TIA Existing Plus Project Conditions
SimTraffic Performance Report AM Peak
SimTraffic Performance Report SimTraffic Report
Kimley-Horn & Associates Page 1
4: Skyway Boulevard & Airport Boulevard Performance by movement Movement EBL EBT EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1
Total Del/Veh (s) 4.5 0.8 2.5 4.1 7.3 6.5 4.0 3.0
DRAFT

SITE LA
YOUT
Site: 5 [E.

Alisal St @ Skyway Blvd_AM
-
EX+P
(Site Folder:

EX)]
New Site
Site Category: (None)
Roundabout
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Created: W
ednesday
, Novem
ber 22, 2023
2:48:37 PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT

LANE SUMMAR
Y
Site: 5 [E.

Alisal St @ Skyway Blvd_AM
-
EX+P
(Site Folder:

EX)]
Output produced by SIDRA

INTERSECTION V
ersion: 9.1.1.200
New Site
Site Category: (None)
Roundabout
Lane Use and Performance
Demand
Flows
Arrival Flows
95% Back Of
Queue
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Skyway Blvd
Lane 1
74 4.8
74 4.8
942

0.079
100

4.6 LOS
A

0.4 1

1.1 Full
1600

0.0 0.0
Lane 2
d
204

4.0 204

4.0 1292

0.158
100

4.1 LOS
A

1.0 25.8
Full
1600

0.0 0.0
Approach
278

4.2 278

4.2 0.158

4.2 LOS
A

1.0 25.8
East: E.

Alisal St
Lane 1
315

2.0 315

2.0 1316

0.239
100

4.7 LOS
A

1.5 38.1
Full
1600

0.0 0.0
Lane 2
d
543

2.0 543

2.0 161
1 0.337
100

4.9 LOS
A

2.4 61.2
Full
1600

0.0 0.0
Approach
857

2.0 857

2.0 0.337

4.9 LOS
A

2.4 61.2
North: Quilla St
Lane 1
d
328

1.4 328

1.4 793

0.413
100

9.7 LOS
A

2.3 57.4
Full
1600

0.0 0.0
Approach
328

1.4 328

1.4 0.413

9.7 LOS
A

2.3 57.4
W
est: E.

Alisal St
Lane 1
d
410

1.9 410

1.9 1
184

0.346
100

6.3 LOS
A

2.5 63.5
Full
650

0.0 0.0
Lane 2
93 0.0
93 0.0
1675

0.055
100

0.0 LOS
A

0.0 0.0
Full
650

0.0 0.0
Approach
502

1.6 502

1.6 0.346

5.2 LOS
A

2.5 63.5
All
V
ehicles
1966

2.1 1966

2.1 0.413

5.7 LOS
A

2.5 63.5
Site
Level
of
Service
(LOS)
Method:

Delay
&
v/c
(HCM
6).

Site
LOS
Method
is
specified
in
the
Parame
ter
Settings
dialog
(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: SIDRA
HCM.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA
queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap
-
Acceptance Capacity Formula: SIDRA
Standard (Akçelik M3D).

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
23 51
-
74 4.8
942

0.079
100
NA
NA
Lane 2
-
-
204
204

4.0 1292

0.158
100
NA
NA
Approach
23 51
204
278

4.2 0.158
East: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Deg.

Lane
Prob.

Ov
.

DRAFT
From E
T
o Exit:

S
W
N
Cap.
veh/h
Satn
v/c
Util.
%
SL
Ov
.
%
Lane
No.

Lane 1
315
-
-
315

2.0 1316

0.239
100
NA
NA
Lane 2
-
532
1 1
543

2.0 161
1 0.337
100
NA
NA
Approach
315
532
1 1
857

2.0 0.337
North: Quilla St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
21 235
72 328

1.4 793

0.413
100
NA
NA
Approach
21 235
72 328

1.4 0.413
W
est: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
16 394
-
410

1.9 1
184

0.346
100
NA
NA
Lane 2
-
-
93 93

0.0 1675

0.055
100
NA
NA
Approach
16 394
93 502

1.6 0.346
T
otal
%HV
Deg.Satn (v/c)
All V
ehicles
1966

2.1 0.413
Arrival
Flows
used
in
performance
calculations
are
adjusted
to
include
any
Initial
Queued
Demand
an
d
Upstream
Capacity
Constraint ef
fects.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
There are no Exit Short Lanes for Merge
Analysis at this Site.

V
ariable Demand
Analysis
Initial
Queued
Demand
Residual
Queued
Demand
T
ime for
Residual
Demand
to Clear
Duration
of
Oversatn
veh
veh
sec
sec
South: Skyway Blvd
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
East: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
North: Quilla St
Lane 1

0.0 0.0

0.0 0.0
W
est: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Processed: Monday
, Novemb
er 20, 2023
7:00:18 PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT
Salinas Airport TIA Existing Plus Project Conditions
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: PM Peak HCM 6th TWSC Synchro 11 Report
Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 2.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 220 1 1 3 2 648
Future Vol, veh/h 220 1 1 3 2 648
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 115 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 87 25 25 75 50 74
Heavy Vehicles, % 12 0 100 0 0 4
Mvmt Flow 253 4 4 4 4 876

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 16 4 880 0 - 0
Stage 1 4 - - - - -
Stage 2 12 - - - - -
Critical Hdwy 6.52 6.2 5.1 - - -
Critical Hdwy Stg 1 5.52 - - - - -
Critical Hdwy Stg 2 5.52 - - - - -
Follow-up Hdwy 3.608 3.3 3.1 - - -
Pot Cap-1 Maneuver 977 1085 476 - - -
Stage 1 994 - - - - -
Stage 2 985 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 969 1085 476 - - -
Mov Cap-2 Maneuver 969 - - - - -
Stage 1 986 - - - - -
Stage 2 985 - - - - -

Approach EB NB SB
HCM Control Delay, s 10 6.3 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 476 - 971 - -
HCM Lane V/C Ratio 0.008 - 0.265 - -
HCM Control Delay (s) 12.6 - 10 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0 - 1.1 - -
DRAFT
Salinas Airport TIA Existing Plus Project Conditions
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 41 0 180 133 31 123 117 150 48 138 35 Future Volume (veh/h) 65 41 0 180 133 31 123 117 150 48 138 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1381 1574 0 1811 1559 1618 1722 1737 1841 1648 1811 1470 Adj Flow Rate, veh/h 77 49 0 214 158 37 146 139 0 57 164 42 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 35 22 0 6 23 19 12 11 4 17 6 29
Cap, veh/h 112 186 0 273 437 100 188 179 81 232 217
Arrive On Green 0.09 0.12 0.00 0.16 0.18 0.18 0.22 0.22 0.00 0.17 0.17 0.17 Sat Flow, veh/h 1316 1574 0 1725 2395 547 868 826 1560 461 1327 1242 Grp Volume(v), veh/h 77 49 0 214 96 99 285 0 0 221 0 42 Grp Sat Flow(s),veh/h/ln 1316 1574 0 1725 1481 1461 1694 0 1560 1788 0 1242 Q Serve(g_s), s 3.4 1.7 0.0 7.0 3.4 3.5 9.4 0.0 0.0 6.9 0.0 1.7 Cycle Q Clear(g_c), s 3.4 1.7 0.0 7.0 3.4 3.5 9.4 0.0 0.0 6.9 0.0 1.7 Prop In Lane 1.00 0.00 1.00 0.37 0.51 1.00 0.26 1.00
Lane Grp Cap(c), veh/h 112 186 0 273 270 267 368 0 313 0 217 V/C Ratio(X) 0.69 0.26 0.00 0.78 0.36 0.37 0.78 0.00 0.71 0.00 0.19 Avail Cap(c_a), veh/h 713 800 0 1081 1254 1237 1205 0 969 0 673 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.2 23.7 0.0 23.9 21.1 21.2 21.8 0.0 0.0 22.9 0.0 20.8 Incr Delay (d2), s/veh 8.7 1.1 0.0 5.0 1.1 1.2 3.5 0.0 0.0 2.9 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.7 0.0 2.9 1.1 1.1 3.5 0.0 0.0 3.0 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.0 24.8 0.0 28.8 22.2 22.4 25.3 0.0 0.0 25.9 0.0 21.2 LnGrp LOS C C A C C C C A C A C
Approach Vol, veh/h 126 409 285 263
Approach Delay, s/veh 31.0 25.7 25.3 25.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.9 12.3 15.4 10.1 16.1 17.4
Change Period (Y+Rc), s 4.6 5.3 5.1 5.1 5.3 4.6
Max Green Setting (Gmax), s 37.0 30.0 32.0 32.0 50.0 42.0 Max Q Clear Time (g_c+I1), s 9.0 3.7 8.9 5.4 5.5 11.4
Green Ext Time (p_c), s 0.6 0.3 1.5 0.3 1.6 1.6
Intersection Summary
HCM 6th Ctrl Delay 26.1
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

DRAFT
Salinas Airport TIA Existing Plus Project Conditions
3: Roy Diaz Street & Airport Boulevard Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 498 421 277 327 63 198
Future Volume (veh/h) 498 421 277 327 63 198
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1796 1870 1870 1381 1870
Adj Flow Rate, veh/h 622 526 346 409 79 248
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Percent Heavy Veh, % 4 7 2 2 35 2
Cap, veh/h 681 1479 387 1241 242 292
Arrive On Green 0.37 0.37 0.22 0.66 0.18 0.18
Sat Flow, veh/h 1841 2665 1781 1870 1316 1585
Grp Volume(v), veh/h 622 526 346 409 79 248
Grp Sat Flow(s),veh/h/ln1841 1332 1781 1870 1316 1585
Q Serve(g_s), s 28.7 9.8 16.8 8.4 4.7 13.5
Cycle Q Clear(g_c), s 28.7 9.8 16.8 8.4 4.7 13.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 681 1479 387 1241 242 292
V/C Ratio(X) 0.91 0.36 0.89 0.33 0.33 0.85
Avail Cap(c_a), veh/h 722 1538 499 1241 442 533
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 26.7 11.1 33.9 6.5 31.6 35.2
Incr Delay (d2), s/veh 15.5 0.1 15.4 0.2 0.8 6.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 14.2 4.0 8.4 2.6 1.5 5.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.3 11.2 49.3 6.6 32.4 42.1
LnGrp LOS D B D A C D
Approach Vol, veh/h 1148 755 327
Approach Delay, s/veh 28.0 26.2 39.8
Approach LOS C C D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 26.2 39.8 66.0 23.2
Change Period (Y+Rc), s 6.8 6.8 6.8 6.8
Max Green Setting (Gmax), s 25.0 35.0 35.0 30.0
Max Q Clear Time (g_c+I1), s 18.8 30.7 10.4 15.5
Green Ext Time (p_c), s 0.6 2.3 2.3 0.9
Intersection Summary
HCM 6th Ctrl Delay 29.1
HCM 6th LOS C
DRAFT
Salinas Airport TIA Existing Plus Project Conditions
SimTraffic Performance Report PM Peak
SimTraffic Performance Report SimTraffic Report
Kimley-Horn & Associates Page 1
4: Skyway Boulevard & Airport Boulevard Performance by movement Movement EBL EBT EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.5 0.1 0.1 0.1 0.1 0.0
Total Del/Veh (s) 8.7 1.1 5.5 5.0 7.8 7.0 2.3 7.2
DRAFT

SITE LA
YOUT
Site: 5 [E.

Alisal St @ Skyway Blvd_PM
-
EX+P
(Site Folder:

EX)]
New Site
Site Category: (None)
Roundabout
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Created: W
ednesday
, Novem
ber 22, 2023
2:48:07 PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT

LANE SUMMAR
Y
Site: 5 [E.

Alisal St @ Skyway Blvd_PM
-
EX+P
(Site Folder:

EX)]
Output produced by SIDRA

INTERSECTION V
ersion: 9.1.1.200
New Site
Site Category: (None)
Roundabout
Lane Use and Performance
Demand
Flows
Arrival Flows
95% Back Of
Queue
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Skyway Blvd
Lane 1
304

0.6 304

0.6 918

0.332
100

7.5 LOS
A

2.1 53.8
Full
1600

0.0 0.0
Lane 2
d
537

3.0 537

3.0 1
164

0.462
100

8.0 LOS
A

3.5 90.3
Full
1600

0.0 0.0
Approach
841

2.1 841

2.1 0.462

7.8 LOS
A

3.5 90.3
East: E.

Alisal St
Lane 1
1 18

5.0 1
18 5.0
918

0.129
100

5.1 LOS
A

0.7 18.3
Full
1600

0.0 0.0
Lane 2
d
339

1.9 339

1.9 1301

0.261
100

5.0 LOS
A

1.7 44.0
Full
1600

0.0 0.0
Approach
457

2.7 457

2.7 0.261

5.1 LOS
A

1.7 44.0
North: Quilla St
Lane 1
d
1 10

0.0 1
10 0.0
884

0.124
100

5.3 LOS
A

0.5 13.6
Full
1600

0.0 0.0
Approach
1 10

0.0 1
10 0.0

0.124

5.3 LOS
A

0.5 13.6
W
est: E.

Alisal St
Lane 1
d
499

1.0 499

1.0 1452

0.344
100

5.4 LOS
A

2.2 56.5
Full
650

0.0 0.0
Lane 2
34 3.0
34 3.0
1626

0.021
100

0.0 LOS
A

0.0 0.0
Full
650

0.0 0.0
Approach
533

1.1 533

1.1 0.344

5.1 LOS
A

2.2 56.5
All
V
ehicles
1941

1.9 1941

1.9 0.462

6.3 LOS
A

3.5 90.3
Site
Level
of
Service
(LOS)
Method:

Delay
&
v/c
(HCM
6).

Site
LOS
Method
is
specified
in
the
Parame
ter
Settings
dialog
(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: SIDRA
HCM.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA
queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap
-
Acceptance Capacity Formula: SIDRA
Standard (Akçelik M3D).

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
121
183
-
304

0.6 918

0.332
100
NA
NA
Lane 2
-
-
537
537

3.0 1
164

0.462
100
NA
NA
Approach
121
183
537
841

2.1 0.462
East: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Deg.

Lane
Prob.

Ov
.

DRAFT
From E
T
o Exit:

S
W
N
Cap.
veh/h
Satn
v/c
Util.
%
SL
Ov
.
%
Lane
No.

Lane 1
1 18
-
-
1 18

5.0 918

0.129
100
NA
NA
Lane 2
-
328
12 339

1.9 1301

0.261
100
NA
NA
Approach
1 18
328
12 457

2.7 0.261
North: Quilla St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
12 62
36 1
10 0.0
884

0.124
100
NA
NA
Approach
12 62
36 1
10 0.0

0.124
W
est: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
22 477
-
499

1.0 1452

0.344
100
NA
NA
Lane 2
-
-
34 34

3.0 1626

0.021
100
NA
NA
Approach
22 477
34 533

1.1 0.344
T
otal
%HV
Deg.Satn (v/c)
All V
ehicles
1941

1.9 0.462
Arrival
Flows
used
in
performance
calculations
are
adjusted
to
include
any
Initial
Queued
Demand
an
d
Upstream
Capacity
Constraint ef
fects.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
There are no Exit Short Lanes for Merge
Analysis at this Site.

V
ariable Demand
Analysis
Initial
Queued
Demand
Residual
Queued
Demand
T
ime for
Residual
Demand
to Clear
Duration
of
Oversatn
veh
veh
sec
sec
South: Skyway Blvd
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
East: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
North: Quilla St
Lane 1

0.0 0.0

0.0 0.0
W
est: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Processed: W
ednesday
, Nov
ember 22, 2023
2:48:09 PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT
Salinas Airport TIA Existing Plus Project Conditions
Queuing and Blocking Report AM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 1: Roy Diaz Street & US 101 NB Ramps
Movement EB NB SB
Directions Served LR L R
Maximum Queue (ft) 82 6 4
Average Queue (ft) 47 0 0
95th Queue (ft) 74 5 3
Link Distance (ft) 2209 510
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115
Storage Blk Time (%)
Queuing Penalty (veh)
DRAFT
Salinas Airport TIA Existing Plus Project Conditions
Queuing and Blocking Report PM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 1: Roy Diaz Street & US 101 NB Ramps
Movement EB NB SB
Directions Served LR L R
Maximum Queue (ft) 88 24 10
Average Queue (ft) 50 2 0
95th Queue (ft) 79 17 8
Link Distance (ft) 2209 510
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115
Storage Blk Time (%)
Queuing Penalty (veh)
DRAFT
Salinas Airport TIA Existing Plus Project Conditions
Queuing and Blocking Report AM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Movement EB EB WB WB WB NB NB SB SB
Directions Served L T L T TR LT R LT R
Maximum Queue (ft) 126 74 279 328 140 202 74 211 76
Average Queue (ft) 38 16 133 165 94 153 36 98 39
95th Queue (ft) 92 53 237 290 177 223 91 186 86
Link Distance (ft) 285 646 135 556
Upstream Blk Time (%) 17
Queuing Penalty (veh) 66
Storage Bay Dist (ft) 150 270 115 50 50
Storage Blk Time (%) 0 0 18 1 44 0 30 1
Queuing Penalty (veh) 0 2 102 8 29 1 18 2
DRAFT
Salinas Airport TIA Existing Plus Project Conditions
Queuing and Blocking Report PM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Movement EB EB WB WB WB NB NB SB SB
Directions Served L T L T TR LT R LT R
Maximum Queue (ft) 131 97 200 182 127 195 76 241 75
Average Queue (ft) 48 28 96 78 31 139 56 102 28
95th Queue (ft) 105 69 174 149 93 219 100 190 76
Link Distance (ft) 285 646 135 556
Upstream Blk Time (%) 12
Queuing Penalty (veh) 46
Storage Bay Dist (ft) 150 270 115 50 50
Storage Blk Time (%) 0 5 0 36 0 33 1
Queuing Penalty (veh) 0 13 0 54 1 12 1
DRAFT

D. BACKGROUND CONDITIONS

SYNCHRO & SIMTRAFFIC OUTPUT SHEETS

DRAFT
Salinas Airport TIA Background Conditions
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: AM Peak HCM 6th TWSC Synchro 11 Report
Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 8.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 226 98 20 29 222 222
Future Vol, veh/h 226 98 20 29 222 222
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 115 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 70 92 92 92 92 91
Heavy Vehicles, % 8 15 15 15 15 18
Mvmt Flow 323 107 22 32 241 244

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 317 241 485 0 - 0
Stage 1 241 - - - - -
Stage 2 76 - - - - -
Critical Hdwy 6.48 6.35 4.25 - - -
Critical Hdwy Stg 1 5.48 - - - - -
Critical Hdwy Stg 2 5.48 - - - - -
Follow-up Hdwy 3.572 3.435 2.335 - - -
Pot Cap-1 Maneuver 664 767 1014 - - -
Stage 1 785 - - - - -
Stage 2 932 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 649 767 1014 - - -
Mov Cap-2 Maneuver 649 - - - - -
Stage 1 768 - - - - -
Stage 2 932 - - - - -

Approach EB NB SB
HCM Control Delay, s 19.2 3.5 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1014 - 675 - -
HCM Lane V/C Ratio 0.021 - 0.636 - -
HCM Control Delay (s) 8.6 - 19.2 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.1 - 4.6 - -
DRAFT
Salinas Airport TIA Background Conditions
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 10 0 416 389 70 223 114 87 21 132 57 Future Volume (veh/h) 40 10 0 416 389 70 223 114 87 21 132 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1263 1011 0 1885 1781 1707 1826 1707 1811 1055 1781 1515 Adj Flow Rate, veh/h 46 11 0 478 447 80 256 131 0 24 152 66 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 43 60 0 1 8 13 5 13 6 57 8 26
Cap, veh/h 65 80 0 530 906 161 295 151 32 203 170
Arrive On Green 0.05 0.08 0.00 0.30 0.32 0.32 0.27 0.27 0.00 0.13 0.13 0.13 Sat Flow, veh/h 1203 1011 0 1795 2871 511 1093 559 1535 241 1528 1281 Grp Volume(v), veh/h 46 11 0 478 262 265 387 0 0 176 0 66 Grp Sat Flow(s),veh/h/ln 1203 1011 0 1795 1692 1690 1653 0 1535 1769 0 1281 Q Serve(g_s), s 3.3 0.9 0.0 22.5 11.1 11.2 19.7 0.0 0.0 8.4 0.0 4.2 Cycle Q Clear(g_c), s 3.3 0.9 0.0 22.5 11.1 11.2 19.7 0.0 0.0 8.4 0.0 4.2 Prop In Lane 1.00 0.00 1.00 0.30 0.66 1.00 0.14 1.00
Lane Grp Cap(c), veh/h 65 80 0 530 534 533 446 0 235 0 170 V/C Ratio(X) 0.71 0.14 0.00 0.90 0.49 0.50 0.87 0.00 0.75 0.00 0.39 Avail Cap(c_a), veh/h 437 344 0 1773 1729 1726 788 0 643 0 465 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.0 37.7 0.0 29.8 24.4 24.5 30.7 0.0 0.0 36.8 0.0 34.9 Incr Delay (d2), s/veh 16.0 1.1 0.0 5.9 1.0 1.0 5.3 0.0 0.0 4.7 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.2 0.0 9.8 4.2 4.3 7.9 0.0 0.0 3.9 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.0 38.8 0.0 35.7 25.4 25.5 35.9 0.0 0.0 41.5 0.0 36.4 LnGrp LOS E D A D C C D A D A D
Approach Vol, veh/h 57 1005 387 242
Approach Delay, s/veh 53.5 30.3 35.9 40.1
Approach LOS D C D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 30.6 12.3 16.8 9.8 33.1 28.4
Change Period (Y+Rc), s 4.6 5.3 5.1 5.1 5.3 4.6
Max Green Setting (Gmax), s 87.0 30.0 32.0 32.0 90.0 42.0 Max Q Clear Time (g_c+I1), s 24.5 2.9 10.4 5.3 13.2 21.7 Green Ext Time (p_c), s 1.5 0.0 1.2 0.1 4.9 2.1
Intersection Summary
HCM 6th Ctrl Delay 33.8
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

DRAFT
Salinas Airport TIA Background Conditions
3: Roy Diaz Street & Airport Boulevard Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 475 341 186 299 125 192
Future Volume (veh/h) 475 341 186 299 125 192
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1470 1841 1856 1530 1885
Adj Flow Rate, veh/h 559 401 219 352 147 226
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Percent Heavy Veh, % 4 29 4 3 25 1
Cap, veh/h 679 1203 271 1154 263 288
Arrive On Green 0.37 0.37 0.15 0.62 0.18 0.18
Sat Flow, veh/h 1841 2190 1753 1856 1457 1598
Grp Volume(v), veh/h 559 401 219 352 147 226
Grp Sat Flow(s),veh/h/ln1841 1095 1753 1856 1457 1598
Q Serve(g_s), s 18.9 7.0 8.3 6.1 6.3 9.3
Cycle Q Clear(g_c), s 18.9 7.0 8.3 6.1 6.3 9.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 679 1203 271 1154 263 288
V/C Ratio(X) 0.82 0.33 0.81 0.30 0.56 0.78
Avail Cap(c_a), veh/h 936 1509 637 1154 635 697
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 19.7 8.6 28.1 6.1 25.7 26.9
Incr Delay (d2), s/veh 4.3 0.2 5.7 0.1 1.9 4.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.6 2.1 3.6 1.6 2.2 3.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.0 8.7 33.8 6.2 27.6 31.6
LnGrp LOS C A C A C C
Approach Vol, veh/h 960 571 373
Approach Delay, s/veh 17.6 16.8 30.0
Approach LOS B B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 17.4 32.2 49.6 19.2
Change Period (Y+Rc), s 6.8 6.8 6.8 6.8
Max Green Setting (Gmax), s 25.0 35.0 35.0 30.0
Max Q Clear Time (g_c+I1), s 10.3 20.9 8.1 11.3
Green Ext Time (p_c), s 0.5 4.3 1.9 1.1
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B
DRAFT
Salinas Airport TIA Background Conditions
SimTraffic Performance Report AM Peak
SimTraffic Performance Report SimTraffic Report
Kimley-Horn & Associates Page 1
4: Skyway Boulevard & Airport Boulevard Performance by movement Movement EBL EBT EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.1
Total Del/Veh (s) 4.6 0.9 2.9 4.0 7.1 6.4 4.6 3.5
DRAFT

SITE LA
YOUT
Site: 5 [E.

Alisal St @ Skyway Blvd_AM
-
BKG (Site Folder:

BKG)]
New Site
Site Category: (None)
Roundabout
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Created:

T
uesday
, Novembe
r 21, 2023 9:28:08
AM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT

LANE SUMMAR
Y
Site: 5 [E.

Alisal St @ Skyway Blvd_AM
-
BKG (Site Folder:

BKG)]
Output produced by SIDRA

INTERSECTION V
ersion: 9.1.1.200
New Site
Site Category: (None)
Roundabout
Lane Use and Performance
Demand
Flows
Arrival Flows
95% Back Of
Queue
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Skyway Blvd
Lane 1
93 4.5
93 4.5
956

0.097
100

4.7 LOS
A

0.5 14.0
Full
1600

0.0 0.0
Lane 2
d
21 1

4.0 21
1 4.0
1284

0.164
100

4.2 LOS
A

1.1 27.4
Full
1600

0.0 0.0
Approach
304

4.1 304

4.1 0.164

4.3 LOS
A

1.1 27.4
East: E.

Alisal St
Lane 1
326

2.0 326

2.0 1297

0.251
100

4.9 LOS
A

1.6 40.5
Full
1600

0.0 0.0
Lane 2
d
543

2.0 543

2.0 1588

0.342
100

5.1 LOS
A

2.5 62.5
Full
1600

0.0 0.0
Approach
868

2.0 868

2.0 0.342

5.0 LOS
A

2.5 62.5
North: Quilla St
Lane 1
d
385

1.3 385

1.3 785

0.491
100
1 1.3
LOS B

3.1 79.5
Full
1600

0.0 0.0
Approach
385

1.3 385

1.3 0.491
1 1.3
LOS B

3.1 79.5
W
est: E.

Alisal St
Lane 1
d
410

1.9 410

1.9 1
1 16

0.367
100

6.9 LOS
A

2.8 70.5
Full
650

0.0 0.0
Lane 2
98 0.0
98 0.0
1675

0.058
100

0.0 LOS
A

0.0 0.0
Full
650

0.0 0.0
Approach
507

1.6 507

1.6 0.367

5.6 LOS
A

2.8 70.5
All
V
ehicles
2065

2.1 2065

2.1 0.491

6.2 LOS
A

3.1 79.5
Site
Level
of
Service
(LOS)
Method:

Delay
&
v/c
(HCM
6).

Site
LOS
Method
is
specified
in
the
Parame
ter
Settings
dialog
(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: SIDRA
HCM.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA
queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap
-
Acceptance Capacity Formula: SIDRA
Standard (Akçelik M3D).

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
26 67
-
93 4.5
956

0.097
100
NA
NA
Lane 2
-
-
21 1
21 1

4.0 1284

0.164
100
NA
NA
Approach
26 67
21 1
304

4.1 0.164
East: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Deg.

Lane
Prob.

Ov
.

DRAFT
From E
T
o Exit:

S
W
N
Cap.
veh/h
Satn
v/c
Util.
%
SL
Ov
.
%
Lane
No.

Lane 1
326
-
-
326

2.0 1297

0.251
100
NA
NA
Lane 2
-
532
1 1
543

2.0 1588

0.342
100
NA
NA
Approach
326
532
1 1
868

2.0 0.342
North: Quilla St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
21 293
72 385

1.3 785

0.491
100
NA
NA
Approach
21 293
72 385

1.3 0.491
W
est: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
16 394
-
410

1.9 1
1 16

0.367
100
NA
NA
Lane 2
-
-
98 98

0.0 1675

0.058
100
NA
NA
Approach
16 394
98 507

1.6 0.367
T
otal
%HV
Deg.Satn (v/c)
All V
ehicles
2065

2.1 0.491
Arrival
Flows
used
in
performance
calculations
are
adjusted
to
include
any
Initial
Queued
Demand
an
d
Upstream
Capacity
Constraint ef
fects.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
There are no Exit Short Lanes for Merge
Analysis at this Site.

V
ariable Demand
Analysis
Initial
Queued
Demand
Residual
Queued
Demand
T
ime for
Residual
Demand
to Clear
Duration
of
Oversatn
veh
veh
sec
sec
South: Skyway Blvd
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
East: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
North: Quilla St
Lane 1

0.0 0.0

0.0 0.0
W
est: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Processed:

T
uesday
, Novem
ber 21, 2023
9:28:09
AM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT
Salinas Airport TIA Background Conditions
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: PM Peak HCM 6th TWSC Synchro 11 Report
Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 7.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 232 16 139 207 34 659
Future Vol, veh/h 232 16 139 207 34 659
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 115 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 87 92 92 92 92 74
Heavy Vehicles, % 12 15 15 15 15 4
Mvmt Flow 267 17 151 225 37 891

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 564 37 928 0 - 0
Stage 1 37 - - - - -
Stage 2 527 - - - - -
Critical Hdwy 6.52 6.35 4.25 - - -
Critical Hdwy Stg 1 5.52 - - - - -
Critical Hdwy Stg 2 5.52 - - - - -
Follow-up Hdwy 3.608 3.435 2.335 - - -
Pot Cap-1 Maneuver 470 999 686 - - -
Stage 1 960 - - - - -
Stage 2 572 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 367 999 686 - - -
Mov Cap-2 Maneuver 367 - - - - -
Stage 1 749 - - - - -
Stage 2 572 - - - - -

Approach EB NB SB
HCM Control Delay, s 37.2 4.7 0

HCM LOS E

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 686 - 382 - -
HCM Lane V/C Ratio 0.22 - 0.744 - -
HCM Control Delay (s) 11.7 - 37.2 - -
HCM Lane LOS B - E - -
HCM 95th %tile Q(veh) 0.8 - 5.9 - -
DRAFT
Salinas Airport TIA Background Conditions
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 41 0 211 133 31 171 142 261 48 156 35 Future Volume (veh/h) 65 41 0 211 133 31 171 142 261 48 156 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1381 1574 0 1811 1559 1618 1722 1737 1841 1648 1811 1470 Adj Flow Rate, veh/h 77 49 0 251 158 37 204 169 0 57 186 42 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 35 22 0 6 23 19 12 11 4 17 6 29
Cap, veh/h 102 156 0 305 459 105 246 204 76 247 224
Arrive On Green 0.08 0.10 0.00 0.18 0.19 0.19 0.27 0.27 0.00 0.18 0.18 0.18 Sat Flow, veh/h 1316 1574 0 1725 2395 547 925 766 1560 420 1370 1242 Grp Volume(v), veh/h 77 49 0 251 96 99 373 0 0 243 0 42 Grp Sat Flow(s),veh/h/ln 1316 1574 0 1725 1481 1461 1691 0 1560 1790 0 1242 Q Serve(g_s), s 4.0 2.0 0.0 9.9 4.0 4.1 14.7 0.0 0.0 9.1 0.0 2.0 Cycle Q Clear(g_c), s 4.0 2.0 0.0 9.9 4.0 4.1 14.7 0.0 0.0 9.1 0.0 2.0 Prop In Lane 1.00 0.00 1.00 0.37 0.55 1.00 0.23 1.00
Lane Grp Cap(c), veh/h 102 156 0 305 284 280 450 0 323 0 224 V/C Ratio(X) 0.76 0.31 0.00 0.82 0.34 0.35 0.83 0.00 0.75 0.00 0.19 Avail Cap(c_a), veh/h 597 669 0 905 1050 1036 1007 0 812 0 563 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.9 29.5 0.0 28.0 24.6 24.7 24.4 0.0 0.0 27.4 0.0 24.5 Incr Delay (d2), s/veh 12.9 1.6 0.0 5.5 1.0 1.1 4.0 0.0 0.0 3.6 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.8 0.0 4.2 1.3 1.4 5.7 0.0 0.0 4.1 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.8 31.2 0.0 33.5 25.6 25.8 28.4 0.0 0.0 31.0 0.0 24.9 LnGrp LOS D C A C C C C A C A C
Approach Vol, veh/h 126 446 373 285
Approach Delay, s/veh 39.5 30.1 28.4 30.1
Approach LOS D C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 17.1 12.3 17.8 10.6 18.8 23.4
Change Period (Y+Rc), s 4.6 5.3 5.1 5.1 5.3 4.6
Max Green Setting (Gmax), s 37.0 30.0 32.0 32.0 50.0 42.0 Max Q Clear Time (g_c+I1), s 11.9 4.0 11.1 6.0 6.1 16.7 Green Ext Time (p_c), s 0.7 0.3 1.6 0.2 1.6 2.1
Intersection Summary
HCM 6th Ctrl Delay 30.5
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

DRAFT
Salinas Airport TIA Background Conditions
3: Roy Diaz Street & Airport Boulevard Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 491 506 299 312 262 275
Future Volume (veh/h) 491 506 299 312 262 275
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1796 1870 1870 1381 1870
Adj Flow Rate, veh/h 614 632 374 390 328 344
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Percent Heavy Veh, % 4 7 2 2 35 2
Cap, veh/h 592 1569 401 1139 350 422
Arrive On Green 0.32 0.32 0.23 0.61 0.27 0.27
Sat Flow, veh/h 1841 2662 1781 1870 1316 1585
Grp Volume(v), veh/h 614 632 374 390 328 344
Grp Sat Flow(s),veh/h/ln1841 1331 1781 1870 1316 1585
Q Serve(g_s), s 35.0 14.0 22.4 11.2 26.5 22.1
Cycle Q Clear(g_c), s 35.0 14.0 22.4 11.2 26.5 22.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 592 1569 401 1139 350 422
V/C Ratio(X) 1.04 0.40 0.93 0.34 0.94 0.82
Avail Cap(c_a), veh/h 592 1569 409 1139 362 437
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 36.9 12.1 41.4 10.5 39.1 37.4
Incr Delay (d2), s/veh 47.1 0.2 28.0 0.2 31.0 11.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 22.5 7.1 12.5 4.1 11.4 9.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.0 12.3 69.4 10.7 70.1 48.5
LnGrp LOS F B E B E D
Approach Vol, veh/h 1246 764 672
Approach Delay, s/veh 47.7 39.4 59.1
Approach LOS D D E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 31.3 41.8 73.1 35.8
Change Period (Y+Rc), s 6.8 6.8 6.8 6.8
Max Green Setting (Gmax), s 25.0 35.0 35.0 30.0
Max Q Clear Time (g_c+I1), s 24.4 37.0 13.2 28.5
Green Ext Time (p_c), s 0.1 0.0 2.1 0.4
Intersection Summary
HCM 6th Ctrl Delay 48.2
HCM 6th LOS D
DRAFT
Salinas Airport TIA Background Conditions
SimTraffic Performance Report PM Peak
SimTraffic Performance Report SimTraffic Report
Kimley-Horn & Associates Page 1
4: Skyway Boulevard & Airport Boulevard Performance by movement Movement EBL EBT EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.4 0.1 0.2 0.1 0.1 0.0
Total Del/Veh (s) 9.0 0.8 5.4 5.5 8.0 6.9 2.5 7.4
DRAFT

SITE LA
YOUT
Site: 5 [E.

Alisal St @ Skyway Blvd_PM
-
BKG (Site Folder:

BKG)]
New Site
Site Category: (None)
Roundabout
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Created:

T
uesday
, Novembe
r 21, 2023 9:28:59
AM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT

LANE SUMMAR
Y
Site: 5 [E.

Alisal St @ Skyway Blvd_PM
-
BKG (Site Folder:

BKG)]
Output produced by SIDRA

INTERSECTION V
ersion: 9.1.1.200
New Site
Site Category: (None)
Roundabout
Lane Use and Performance
Demand
Flows
Arrival Flows
95% Back Of
Queue
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Skyway Blvd
Lane 1
365

0.7 365

0.7 919

0.397
100

8.4 LOS
A

2.7 67.8
Full
1600

0.0 0.0
Lane 2
d
550

3.0 550

3.0 1
153

0.477
100

8.2 LOS
A

3.7 94.6
Full
1600

0.0 0.0
Approach
915

2.1 915

2.1 0.477

8.3 LOS
A

3.7 94.6
East: E.

Alisal St
Lane 1
129

5.0 129

5.0 879

0.147
100

5.5 LOS
A

0.8 21.5
Full
1600

0.0 0.0
Lane 2
d
339

1.9 339

1.9 1241

0.274
100

5.3 LOS
A

1.9 47.7
Full
1600

0.0 0.0
Approach
468

2.8 468

2.8 0.274

5.4 LOS
A

1.9 47.7
North: Quilla St
Lane 1
d
128

0.0 128

0.0 867

0.147
100

5.6 LOS
A

0.7 16.4
Full
1600

0.0 0.0
Approach
128

0.0 128

0.0 0.147

5.6 LOS
A

0.7 16.4
W
est: E.

Alisal St
Lane 1
d
499

1.0 499

1.0 1425

0.350
100

5.6 LOS
A

2.3 58.2
Full
650

0.0 0.0
Lane 2
38 3.0
38 3.0
1626

0.024
100

0.0 LOS
A

0.0 0.0
Full
650

0.0 0.0
Approach
537

1.1 537

1.1 0.350

5.2 LOS
A

2.3 58.2
All
V
ehicles
2048

1.8 2048

1.8 0.477

6.7 LOS
A

3.7 94.6
Site
Level
of
Service
(LOS)
Method:

Delay
&
v/c
(HCM
6).

Site
LOS
Method
is
specified
in
the
Parame
ter
Settings
dialog
(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: SIDRA
HCM.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA
queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap
-
Acceptance Capacity Formula: SIDRA
Standard (Akçelik M3D).

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
127
238
-
365

0.7 919

0.397
100
NA
NA
Lane 2
-
-
550
550

3.0 1
153

0.477
100
NA
NA
Approach
127
238
550
915

2.1 0.477
East: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Deg.

Lane
Prob.

Ov
.

DRAFT
From E
T
o Exit:

S
W
N
Cap.
veh/h
Satn
v/c
Util.
%
SL
Ov
.
%
Lane
No.

Lane 1
129
-
-
129

5.0 879

0.147
100
NA
NA
Lane 2
-
328
12 339

1.9 1241

0.274
100
NA
NA
Approach
129
328
12 468

2.8 0.274
North: Quilla St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
12 80
36 128

0.0 867

0.147
100
NA
NA
Approach
12 80
36 128

0.0 0.147
W
est: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
22 477
-
499

1.0 1425

0.350
100
NA
NA
Lane 2
-
-
38 38

3.0 1626

0.024
100
NA
NA
Approach
22 477
38 537

1.1 0.350
T
otal
%HV
Deg.Satn (v/c)
All V
ehicles
2048

1.8 0.477
Arrival
Flows
used
in
performance
calculations
are
adjusted
to
include
any
Initial
Queued
Demand
an
d
Upstream
Capacity
Constraint ef
fects.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
There are no Exit Short Lanes for Merge
Analysis at this Site.

V
ariable Demand
Analysis
Initial
Queued
Demand
Residual
Queued
Demand
T
ime for
Residual
Demand
to Clear
Duration
of
Oversatn
veh
veh
sec
sec
South: Skyway Blvd
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
East: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
North: Quilla St
Lane 1

0.0 0.0

0.0 0.0
W
est: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Processed:

T
uesday
, Novem
ber 21, 2023
9:28:59
AM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT
Salinas Airport TIA Background Conditions
Queuing and Blocking Report AM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 1: Roy Diaz Street & US 101 NB Ramps
Movement EB NB SB
Directions Served LR L R
Maximum Queue (ft) 166 53 18
Average Queue (ft) 77 11 1
95th Queue (ft) 131 38 9
Link Distance (ft) 2209 510
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115
Storage Blk Time (%)
Queuing Penalty (veh)
DRAFT
Salinas Airport TIA Background Conditions
Queuing and Blocking Report PM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 1: Roy Diaz Street & US 101 NB Ramps
Movement EB NB NB SB SB
Directions Served LR L T T R
Maximum Queue (ft) 1230 139 289 100 245
Average Queue (ft) 394 63 26 7 28
95th Queue (ft) 1085 124 157 102 153
Link Distance (ft) 2209 271 510 510
Upstream Blk Time (%) 3 0 0
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 115
Storage Blk Time (%) 8 0
Queuing Penalty (veh) 17 0
DRAFT
Salinas Airport TIA Background Conditions
Queuing and Blocking Report AM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Movement EB EB WB WB WB NB NB SB SB
Directions Served L T L T TR LT R LT R
Maximum Queue (ft) 131 101 295 621 140 212 75 274 76
Average Queue (ft) 39 20 207 236 104 171 45 120 41
95th Queue (ft) 96 66 322 473 186 220 98 234 89
Link Distance (ft) 285 646 135 556
Upstream Blk Time (%) 1 25
Queuing Penalty (veh) 0 108
Storage Bay Dist (ft) 150 270 115 50 50
Storage Blk Time (%) 1 0 5 26 3 49 0 38 1
Queuing Penalty (veh) 0 0 24 176 17 43 1 22 2
DRAFT
Salinas Airport TIA Background Conditions
Queuing and Blocking Report PM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Movement EB EB WB WB WB NB NB SB SB
Directions Served L T L T TR LT R LT R
Maximum Queue (ft) 149 132 259 217 140 212 76 372 75
Average Queue (ft) 59 36 132 87 39 179 60 150 30
95th Queue (ft) 123 93 225 168 111 224 100 288 82
Link Distance (ft) 285 646 135 556
Upstream Blk Time (%) 34 0
Queuing Penalty (veh) 195 0
Storage Bay Dist (ft) 150 270 115 50 50
Storage Blk Time (%) 1 0 0 7 0 46 1 45 1
Queuing Penalty (veh) 0 0 1 22 1 120 2 16 2
DRAFT

E. BACKGROUND PLUS PROJECT

CONDITIONS SYNCHRO & SIMTRAFFIC

OUTPUT SHEETS

DRAFT
Salinas Airport TIA Background Plus Project Conditions
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: AM Peak HCM 6th TWSC Synchro 11 Report
Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 9.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 236 98 20 29 222 227
Future Vol, veh/h 236 98 20 29 222 227
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 115 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 70 92 92 92 92 91
Heavy Vehicles, % 8 15 15 15 15 18
Mvmt Flow 337 107 22 32 241 249

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 317 241 490 0 - 0
Stage 1 241 - - - - -
Stage 2 76 - - - - -
Critical Hdwy 6.48 6.35 4.25 - - -
Critical Hdwy Stg 1 5.48 - - - - -
Critical Hdwy Stg 2 5.48 - - - - -
Follow-up Hdwy 3.572 3.435 2.335 - - -
Pot Cap-1 Maneuver 664 767 1009 - - -
Stage 1 785 - - - - -
Stage 2 932 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 649 767 1009 - - -
Mov Cap-2 Maneuver 649 - - - - -
Stage 1 768 - - - - -
Stage 2 932 - - - - -

Approach EB NB SB
HCM Control Delay, s 20 3.5 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1009 - 674 - -
HCM Lane V/C Ratio 0.022 - 0.658 - -
HCM Control Delay (s) 8.6 - 20 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.1 - 4.9 - -
DRAFT
Salinas Airport TIA Background Plus Project Conditions
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 10 0 428 389 70 223 115 90 21 135 57 Future Volume (veh/h) 40 10 0 428 389 70 223 115 90 21 135 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1263 1011 0 1885 1781 1707 1826 1707 1811 1055 1781 1515 Adj Flow Rate, veh/h 46 11 0 492 447 80 256 132 0 24 155 66 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 43 60 0 1 8 13 5 13 6 57 8 26
Cap, veh/h 64 78 0 543 923 164 294 151 32 205 171
Arrive On Green 0.05 0.08 0.00 0.30 0.32 0.32 0.27 0.27 0.00 0.13 0.13 0.13 Sat Flow, veh/h 1203 1011 0 1795 2871 511 1091 562 1535 237 1532 1281 Grp Volume(v), veh/h 46 11 0 492 262 265 388 0 0 179 0 66 Grp Sat Flow(s),veh/h/ln 1203 1011 0 1795 1692 1690 1653 0 1535 1770 0 1281 Q Serve(g_s), s 3.4 0.9 0.0 23.8 11.2 11.4 20.3 0.0 0.0 8.8 0.0 4.3 Cycle Q Clear(g_c), s 3.4 0.9 0.0 23.8 11.2 11.4 20.3 0.0 0.0 8.8 0.0 4.3 Prop In Lane 1.00 0.00 1.00 0.30 0.66 1.00 0.13 1.00
Lane Grp Cap(c), veh/h 64 78 0 543 544 543 445 0 237 0 171 V/C Ratio(X) 0.72 0.14 0.00 0.91 0.48 0.49 0.87 0.00 0.76 0.00 0.39 Avail Cap(c_a), veh/h 426 336 0 1728 1685 1682 768 0 627 0 453 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.1 38.9 0.0 30.3 24.6 24.7 31.5 0.0 0.0 37.7 0.0 35.8 Incr Delay (d2), s/veh 16.8 1.2 0.0 6.0 0.9 1.0 5.6 0.0 0.0 4.9 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.3 0.0 10.4 4.3 4.4 8.2 0.0 0.0 4.1 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.9 40.0 0.0 36.3 25.6 25.6 37.1 0.0 0.0 42.6 0.0 37.2 LnGrp LOS E D A D C C D A D A D
Approach Vol, veh/h 57 1019 388 245
Approach Delay, s/veh 55.3 30.8 37.1 41.1
Approach LOS E C D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 31.9 12.3 17.2 9.9 34.4 28.9
Change Period (Y+Rc), s 4.6 5.3 5.1 5.1 5.3 4.6
Max Green Setting (Gmax), s 87.0 30.0 32.0 32.0 90.0 42.0 Max Q Clear Time (g_c+I1), s 25.8 2.9 10.8 5.4 13.4 22.3 Green Ext Time (p_c), s 1.6 0.0 1.2 0.1 4.9 2.1
Intersection Summary
HCM 6th Ctrl Delay 34.5
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

DRAFT
Salinas Airport TIA Background Plus Project Conditions
3: Roy Diaz Street & Airport Boulevard Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 492 341 191 303 125 202
Future Volume (veh/h) 492 341 191 303 125 202
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1470 1841 1856 1530 1885
Adj Flow Rate, veh/h 579 401 225 356 147 238
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Percent Heavy Veh, % 4 29 4 3 25 1
Cap, veh/h 688 1227 275 1160 271 297
Arrive On Green 0.37 0.37 0.16 0.63 0.19 0.19
Sat Flow, veh/h 1841 2190 1753 1856 1457 1598
Grp Volume(v), veh/h 579 401 225 356 147 238
Grp Sat Flow(s),veh/h/ln1841 1095 1753 1856 1457 1598
Q Serve(g_s), s 20.7 7.1 8.9 6.4 6.6 10.3
Cycle Q Clear(g_c), s 20.7 7.1 8.9 6.4 6.6 10.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 688 1227 275 1160 271 297
V/C Ratio(X) 0.84 0.33 0.82 0.31 0.54 0.80
Avail Cap(c_a), veh/h 894 1471 608 1160 606 665
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 20.6 8.5 29.4 6.3 26.6 28.1
Incr Delay (d2), s/veh 5.7 0.2 5.9 0.1 1.7 5.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 8.7 2.2 3.9 1.8 2.3 4.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.4 8.7 35.3 6.4 28.2 33.0
LnGrp LOS C A D A C C
Approach Vol, veh/h 980 581 385
Approach Delay, s/veh 19.1 17.6 31.2
Approach LOS B B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 18.1 33.8 51.9 20.2
Change Period (Y+Rc), s 6.8 6.8 6.8 6.8
Max Green Setting (Gmax), s 25.0 35.0 35.0 30.0
Max Q Clear Time (g_c+I1), s 10.9 22.7 8.4 12.3
Green Ext Time (p_c), s 0.5 4.2 1.9 1.1
Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
DRAFT
Salinas Airport TIA Background Plus Project Conditions
SimTraffic Performance Report AM Peak
SimTraffic Performance Report SimTraffic Report
Kimley-Horn & Associates Page 1
4: Skyway Boulevard & Airport Boulevard Performance by movement Movement EBL EBT EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.1
Total Del/Veh (s) 4.9 0.9 3.1 4.7 6.7 6.8 5.1 3.7
DRAFT

SITE LA
YOUT
Site: 5 [E.

Alisal St @ Skyway Blvd_AM
-
BKG + Proj (Site
Folder: BKG)]
New Site
Site Category: (None)
Roundabout
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Created:

T
uesday
, Novembe
r 21, 2023 2:10:58
PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT

LANE SUMMAR
Y
Site: 5 [E.

Alisal St @ Skyway Blvd_AM
-
BKG + Proj (Site
Folder: BKG)]
Output produced by SIDRA

INTERSECTION V
ersion: 9.1.1.200
New Site
Site Category: (None)
Roundabout
Lane Use and Performance
Demand
Flows
Arrival Flows
95% Back Of
Queue
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Skyway Blvd
Lane 1
95 4.5
95 4.5
956

0.100
100

4.7 LOS
A

0.6 14.4
Full
1600

0.0 0.0
Lane 2
d
212

4.0 212

4.0 1283

0.165
100

4.2 LOS
A

1.1 27.7
Full
1600

0.0 0.0
Approach
307

4.2 307

4.2 0.165

4.3 LOS
A

1.1 27.7
East: E.

Alisal St
Lane 1
330

2.0 330

2.0 1297

0.255
100

4.9 LOS
A

1.6 41.3
Full
1600

0.0 0.0
Lane 2
d
543

2.0 543

2.0 1585

0.342
100

5.1 LOS
A

2.5 62.6
Full
1600

0.0 0.0
Approach
873

2.0 873

2.0 0.342

5.0 LOS
A

2.5 62.6
North: Quilla St
Lane 1
d
390

1.3 390

1.3 782

0.499
100
1 1.5
LOS B

3.2 81.8
Full
1600

0.0 0.0
Approach
390

1.3 390

1.3 0.499
1 1.5
LOS B

3.2 81.8
W
est: E.

Alisal St
Lane 1
d
410

1.9 410

1.9 1
107

0.370
100

7.0 LOS
A

2.8 71.4
Full
650

0.0 0.0
Lane 2
102

0.0 102

0.0 1675

0.061
100

0.0 LOS
A

0.0 0.0
Full
650

0.0 0.0
Approach
512

1.5 512

1.5 0.370

5.6 LOS
A

2.8 71.4
All
V
ehicles
2083

2.1 2083

2.1 0.499

6.3 LOS
A

3.2 81.8
Site
Level
of
Service
(LOS)
Method:

Delay
&
v/c
(HCM
6).

Site
LOS
Method
is
specified
in
the
Parame
ter
Settings
dialog
(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: SIDRA
HCM.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA
queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap
-
Acceptance Capacity Formula: SIDRA
Standard (Akçelik M3D).

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
27 68
-
95 4.5
956

0.100
100
NA
NA
Lane 2
-
-
212
212

4.0 1283

0.165
100
NA
NA
Approach
27 68
212
307

4.2 0.165
East: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Deg.

Lane
Prob.

Ov
.

DRAFT
From E
T
o Exit:

S
W
N
Cap.
veh/h
Satn
v/c
Util.
%
SL
Ov
.
%
Lane
No.

Lane 1
330
-
-
330

2.0 1297

0.255
100
NA
NA
Lane 2
-
532
1 1
543

2.0 1585

0.342
100
NA
NA
Approach
330
532
1 1
873

2.0 0.342
North: Quilla St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
21 298
72 390

1.3 782

0.499
100
NA
NA
Approach
21 298
72 390

1.3 0.499
W
est: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
16 394
-
410

1.9 1
107

0.370
100
NA
NA
Lane 2
-
-
102
102

0.0 1675

0.061
100
NA
NA
Approach
16 394
102
512

1.5 0.370
T
otal
%HV
Deg.Satn (v/c)
All V
ehicles
2083

2.1 0.499
Arrival
Flows
used
in
performance
calculations
are
adjusted
to
include
any
Initial
Queued
Demand
an
d
Upstream
Capacity
Constraint ef
fects.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
There are no Exit Short Lanes for Merge
Analysis at this Site.

V
ariable Demand
Analysis
Initial
Queued
Demand
Residual
Queued
Demand
T
ime for
Residual
Demand
to Clear
Duration
of
Oversatn
veh
veh
sec
sec
South: Skyway Blvd
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
East: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
North: Quilla St
Lane 1

0.0 0.0

0.0 0.0
W
est: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Processed:

T
uesday
, Novem
ber 21, 2023
2:10:59 PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT
Salinas Airport TIA Background Plus Project Conditions
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: PM Peak HCM 6th TWSC Synchro 11 Report
Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 8.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 236 16 139 207 34 671
Future Vol, veh/h 236 16 139 207 34 671
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 115 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 87 92 92 92 92 74
Heavy Vehicles, % 12 15 15 15 15 4
Mvmt Flow 271 17 151 225 37 907

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 564 37 944 0 - 0
Stage 1 37 - - - - -
Stage 2 527 - - - - -
Critical Hdwy 6.52 6.35 4.25 - - -
Critical Hdwy Stg 1 5.52 - - - - -
Critical Hdwy Stg 2 5.52 - - - - -
Follow-up Hdwy 3.608 3.435 2.335 - - -
Pot Cap-1 Maneuver 470 999 676 - - -
Stage 1 960 - - - - -
Stage 2 572 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 365 999 676 - - -
Mov Cap-2 Maneuver 365 - - - - -
Stage 1 746 - - - - -
Stage 2 572 - - - - -

Approach EB NB SB
HCM Control Delay, s 38.9 4.8 0

HCM LOS E

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 676 - 380 - -
HCM Lane V/C Ratio 0.224 - 0.76 - -
HCM Control Delay (s) 11.9 - 38.9 - -
HCM Lane LOS B - E - -
HCM 95th %tile Q(veh) 0.9 - 6.2 - -
DRAFT
Salinas Airport TIA Background Plus Project Conditions
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 41 0 216 133 31 173 145 271 48 157 35 Future Volume (veh/h) 65 41 0 216 133 31 173 145 271 48 157 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1381 1574 0 1811 1559 1618 1722 1737 1841 1648 1811 1470 Adj Flow Rate, veh/h 77 49 0 257 158 37 206 173 0 57 187 42 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 35 22 0 6 23 19 12 11 4 17 6 29
Cap, veh/h 101 153 0 311 465 106 247 207 75 247 224
Arrive On Green 0.08 0.10 0.00 0.18 0.19 0.19 0.27 0.27 0.00 0.18 0.18 0.18 Sat Flow, veh/h 1316 1574 0 1725 2395 547 919 772 1560 418 1372 1242 Grp Volume(v), veh/h 77 49 0 257 96 99 379 0 0 244 0 42 Grp Sat Flow(s),veh/h/ln 1316 1574 0 1725 1481 1461 1691 0 1560 1790 0 1242 Q Serve(g_s), s 4.1 2.1 0.0 10.3 4.0 4.2 15.1 0.0 0.0 9.3 0.0 2.1 Cycle Q Clear(g_c), s 4.1 2.1 0.0 10.3 4.0 4.2 15.1 0.0 0.0 9.3 0.0 2.1 Prop In Lane 1.00 0.00 1.00 0.37 0.54 1.00 0.23 1.00
Lane Grp Cap(c), veh/h 101 153 0 311 287 283 455 0 322 0 224 V/C Ratio(X) 0.76 0.32 0.00 0.83 0.33 0.35 0.83 0.00 0.76 0.00 0.19 Avail Cap(c_a), veh/h 587 659 0 890 1033 1019 991 0 799 0 554 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.5 30.1 0.0 28.3 24.9 25.0 24.7 0.0 0.0 27.9 0.0 24.9 Incr Delay (d2), s/veh 13.4 1.7 0.0 5.6 1.0 1.0 4.1 0.0 0.0 3.6 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.8 0.0 4.3 1.4 1.4 5.9 0.0 0.0 4.2 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.9 31.8 0.0 33.9 25.9 26.0 28.8 0.0 0.0 31.5 0.0 25.3 LnGrp LOS D C A C C C C A C A C
Approach Vol, veh/h 126 452 379 286
Approach Delay, s/veh 40.4 30.5 28.8 30.6
Approach LOS D C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 17.5 12.3 18.0 10.6 19.2 23.9
Change Period (Y+Rc), s 4.6 5.3 5.1 5.1 5.3 4.6
Max Green Setting (Gmax), s 37.0 30.0 32.0 32.0 50.0 42.0 Max Q Clear Time (g_c+I1), s 12.3 4.1 11.3 6.1 6.2 17.1 Green Ext Time (p_c), s 0.7 0.3 1.6 0.2 1.6 2.1
Intersection Summary
HCM 6th Ctrl Delay 31.0
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

DRAFT
Salinas Airport TIA Background Plus Project Conditions
3: Roy Diaz Street & Airport Boulevard Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 498 506 311 327 262 279
Future Volume (veh/h) 498 506 311 327 262 279
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1796 1870 1870 1381 1870
Adj Flow Rate, veh/h 622 632 389 409 328 349
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Percent Heavy Veh, % 4 7 2 2 35 2
Cap, veh/h 588 1563 407 1141 350 421
Arrive On Green 0.32 0.32 0.23 0.61 0.27 0.27
Sat Flow, veh/h 1841 2662 1781 1870 1316 1585
Grp Volume(v), veh/h 622 632 389 409 328 349
Grp Sat Flow(s),veh/h/ln1841 1331 1781 1870 1316 1585
Q Serve(g_s), s 35.0 14.1 23.6 11.9 26.7 22.7
Cycle Q Clear(g_c), s 35.0 14.1 23.6 11.9 26.7 22.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 588 1563 407 1141 350 421
V/C Ratio(X) 1.06 0.40 0.96 0.36 0.94 0.83
Avail Cap(c_a), veh/h 588 1563 407 1141 360 434
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 37.2 12.3 41.7 10.7 39.3 37.9
Incr Delay (d2), s/veh 53.1 0.2 33.5 0.2 31.5 12.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 23.5 7.1 13.7 4.4 11.5 10.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 90.4 12.5 75.2 10.8 70.8 50.2
LnGrp LOS F B E B E D
Approach Vol, veh/h 1254 798 677
Approach Delay, s/veh 51.1 42.2 60.2
Approach LOS D D E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 31.8 41.8 73.6 35.9
Change Period (Y+Rc), s 6.8 6.8 6.8 6.8
Max Green Setting (Gmax), s 25.0 35.0 35.0 30.0
Max Q Clear Time (g_c+I1), s 25.6 37.0 13.9 28.7
Green Ext Time (p_c), s 0.0 0.0 2.2 0.4
Intersection Summary
HCM 6th Ctrl Delay 50.8
HCM 6th LOS D
DRAFT
Salinas Airport TIA Background Plus Project Conditions
SimTraffic Performance Report PM Peak
SimTraffic Performance Report SimTraffic Report
Kimley-Horn & Associates Page 1
4: Skyway Boulevard & Airport Boulevard Performance by movement Movement EBL EBT EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.4 0.1 0.2 0.1 0.1 0.0
Total Del/Veh (s) 9.1 1.4 5.7 5.5 8.5 7.3 2.6 7.5
DRAFT

SITE LA
YOUT
Site: 5 [E.

Alisal St @ Skyway Blvd_PM
-
BKG + Proj (Site
Folder: BKG)]
New Site
Site Category: (None)
Roundabout
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.1
|
Copyright © 2000
-
2022
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: KIMLEY
-
HORN &

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Created:

T
uesday
, Novembe
r 21, 2023 2:1
1:54
PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT

LANE SUMMAR
Y
Site: 5 [E.

Alisal St @ Skyway Blvd_PM
-
BKG + Proj (Site
Folder: BKG)]
Output produced by SIDRA

INTERSECTION V
ersion: 9.1.1.200
New Site
Site Category: (None)
Roundabout
Lane Use and Performance
Demand
Flows
Arrival Flows
95% Back Of
Queue
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Skyway Blvd
Lane 1
373

0.6 373

0.6 919

0.406
100

8.5 LOS
A

2.8 69.8
Full
1600

0.0 0.0
Lane 2
d
554

3.0 554

3.0 1
153

0.481
100

8.3 LOS
A

3.7 95.8
Full
1600

0.0 0.0
Approach
928

2.1 928

2.1 0.481

8.4 LOS
A

3.7 95.8
East: E.

Alisal St
Lane 1
131

5.0 131

5.0 874

0.150
100

5.6 LOS
A

0.8 22.1
Full
1600

0.0 0.0
Lane 2
d
339

1.9 339

1.9 1233

0.275
100

5.4 LOS
A

1.9 48.2
Full
1600

0.0 0.0
Approach
470

2.8 470

2.8 0.275

5.4 LOS
A

1.9 48.2
North: Quilla St
Lane 1
d
130

0.0 130

0.0 863

0.150
100

5.7 LOS
A

0.7 16.8
Full
1600

0.0 0.0
Approach
130

0.0 130

0.0 0.150

5.7 LOS
A

0.7 16.8
W
est: E.

Alisal St
Lane 1
d
499

1.0 499

1.0 1421

0.351
100

5.6 LOS
A

2.3 58.5
Full
650

0.0 0.0
Lane 2
40 3.0
40 3.0
1626

0.025
100

0.0 LOS
A

0.0 0.0
Full
650

0.0 0.0
Approach
539

1.1 539

1.1 0.351

5.2 LOS
A

2.3 58.5
All
V
ehicles
2067

1.8 2067

1.8 0.481

6.7 LOS
A

3.7 95.8
Site
Level
of
Service
(LOS)
Method:

Delay
&
v/c
(HCM
6).

Site
LOS
Method
is
specified
in
the
Parame
ter
Settings
dialog
(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: SIDRA
HCM.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA
queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap
-
Acceptance Capacity Formula: SIDRA
Standard (Akçelik M3D).

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
131
243
-
373

0.6 919

0.406
100
NA
NA
Lane 2
-
-
554
554

3.0 1
153

0.481
100
NA
NA
Approach
131
243
554
928

2.1 0.481
East: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Deg.

Lane
Prob.

Ov
.

DRAFT
From E
T
o Exit:

S
W
N
Cap.
veh/h
Satn
v/c
Util.
%
SL
Ov
.
%
Lane
No.

Lane 1
131
-
-
131

5.0 874

0.150
100
NA
NA
Lane 2
-
328
12 339

1.9 1233

0.275
100
NA
NA
Approach
131
328
12 470

2.8 0.275
North: Quilla St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
12 82
36 130

0.0 863

0.150
100
NA
NA
Approach
12 82
36 130

0.0 0.150
W
est: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
22 477
-
499

1.0 1421

0.351
100
NA
NA
Lane 2
-
-
40 40

3.0 1626

0.025
100
NA
NA
Approach
22 477
40 539

1.1 0.351
T
otal
%HV
Deg.Satn (v/c)
All V
ehicles
2067

1.8 0.481
Arrival
Flows
used
in
performance
calculations
are
adjusted
to
include
any
Initial
Queued
Demand
an
d
Upstream
Capacity
Constraint ef
fects.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
There are no Exit Short Lanes for Merge
Analysis at this Site.

V
ariable Demand
Analysis
Initial
Queued
Demand
Residual
Queued
Demand
T
ime for
Residual
Demand
to Clear
Duration
of
Oversatn
veh
veh
sec
sec
South: Skyway Blvd
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
East: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
North: Quilla St
Lane 1

0.0 0.0

0.0 0.0
W
est: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Processed:

T
uesday
, Novem
ber 21, 2023
2:1
1:54 PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT
Salinas Airport TIA Background Plus Project Conditions
Queuing and Blocking Report AM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 1: Roy Diaz Street & US 101 NB Ramps
Movement EB NB SB SB
Directions Served LR L T R
Maximum Queue (ft) 224 56 4 13
Average Queue (ft) 82 8 0 0
95th Queue (ft) 158 35 3 6
Link Distance (ft) 2209 510 510
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115
Storage Blk Time (%)
Queuing Penalty (veh)
DRAFT
Salinas Airport TIA Background Plus Project Conditions
Queuing and Blocking Report PM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 1: Roy Diaz Street & US 101 NB Ramps
Movement EB NB NB SB SB
Directions Served LR L T T R
Maximum Queue (ft) 1255 138 285 8 74
Average Queue (ft) 455 72 27 0 17
95th Queue (ft) 1251 134 154 6 52
Link Distance (ft) 2209 271 510 510
Upstream Blk Time (%) 2
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 115
Storage Blk Time (%) 9 0
Queuing Penalty (veh) 19 0
DRAFT
Salinas Airport TIA Background Plus Project Conditions
Queuing and Blocking Report AM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Movement EB EB WB WB WB NB NB SB SB
Directions Served L T L T TR LT R LT R
Maximum Queue (ft) 111 76 294 620 140 199 75 268 76
Average Queue (ft) 39 12 207 242 107 171 45 116 44
95th Queue (ft) 97 48 322 486 185 227 97 214 93
Link Distance (ft) 285 646 135 556
Upstream Blk Time (%) 1 26
Queuing Penalty (veh) 0 111
Storage Bay Dist (ft) 150 270 115 50 50
Storage Blk Time (%) 0 6 26 3 47 0 38 2
Queuing Penalty (veh) 0 30 181 17 43 1 22 2
DRAFT
Salinas Airport TIA Background Plus Project Conditions
Queuing and Blocking Report PM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Movement EB EB WB WB WB NB NB SB SB
Directions Served L T L T TR LT R LT R
Maximum Queue (ft) 158 106 255 249 140 210 75 334 75
Average Queue (ft) 61 36 136 103 46 183 62 160 26
95th Queue (ft) 124 84 237 199 126 216 101 288 77
Link Distance (ft) 285 646 135 556
Upstream Blk Time (%) 39
Queuing Penalty (veh) 234
Storage Bay Dist (ft) 150 270 115 50 50
Storage Blk Time (%) 1 1 10 0 50 1 48 1
Queuing Penalty (veh) 0 1 31 1 138 2 17 2
DRAFT

F. CUMULATIVE CONDITIONS SYNCHRO &

SIMTRAFFIC OUTPUT SHEETS

DRAFT
Salinas Airport TIA Cumulative Conditions
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: AM Peak HCM 6th TWSC Synchro 10 Report
Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 8.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 195 100 21 31 221 313
Future Vol, veh/h 195 100 21 31 221 313
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 74 74 74 74 74 74
Heavy Vehicles, % 16 100 50 50 50 20
Mvmt Flow 264 135 28 42 299 423

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 397 299 722 0 - 0
Stage 1 299 - - - - -
Stage 2 98 - - - - -
Critical Hdwy 6.56 7.2 4.6 - - -
Critical Hdwy Stg 1 5.56 - - - - -
Critical Hdwy Stg 2 5.56 - - - - -
Follow-up Hdwy 3.644 4.2 2.65 - - -
Pot Cap-1 Maneuver 582 558 696 - - -
Stage 1 721 - - - - -
Stage 2 892 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 559 558 696 - - -
Mov Cap-2 Maneuver 559 - - - - -
Stage 1 692 - - - - -
Stage 2 892 - - - - -

Approach EB NB SB
HCM Control Delay, s 25.8 4.2 0

HCM LOS D

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 696 - 559 - -
HCM Lane V/C Ratio 0.041 - 0.713 - -
HCM Control Delay (s) 10.4 - 25.8 - -
HCM Lane LOS B - D - -
HCM 95th %tile Q(veh) 0.1 - 5.8 - -
DRAFT
Salinas Airport TIA Cumulative Conditions
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 23 0 435 360 84 289 154 98 10 85 31 Future Volume (veh/h) 76 23 0 435 360 84 289 154 98 10 85 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1085 0 1870 1693 1870 1752 1781 1485 1263 1752 1722 Adj Flow Rate, veh/h 93 28 0 530 439 102 352 188 0 12 104 38 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 55 0 2 14 2 10 8 28 43 10 12
Cap, veh/h 112 74 0 562 779 180 378 202 16 137 128
Arrive On Green 0.08 0.07 0.00 0.32 0.30 0.30 0.34 0.34 0.00 0.09 0.09 0.09 Sat Flow, veh/h 1428 1085 0 1781 2595 598 1125 601 1259 180 1562 1459 Grp Volume(v), veh/h 93 28 0 530 271 270 540 0 0 116 0 38 Grp Sat Flow(s),veh/h/ln 1428 1085 0 1781 1608 1585 1725 0 1259 1743 0 1459 Q Serve(g_s), s 6.6 2.5 0.0 29.9 14.6 14.8 31.2 0.0 0.0 6.7 0.0 2.5 Cycle Q Clear(g_c), s 6.6 2.5 0.0 29.9 14.6 14.8 31.2 0.0 0.0 6.7 0.0 2.5 Prop In Lane 1.00 0.00 1.00 0.38 0.65 1.00 0.10 1.00
Lane Grp Cap(c), veh/h 112 74 0 562 483 476 580 0 153 0 128 V/C Ratio(X) 0.83 0.38 0.00 0.94 0.56 0.57 0.93 0.00 0.76 0.00 0.30 Avail Cap(c_a), veh/h 163 90 0 611 489 482 642 0 304 0 255 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.9 46.0 0.0 34.4 30.4 30.5 33.1 0.0 0.0 46.0 0.0 44.1 Incr Delay (d2), s/veh 22.2 4.6 0.0 22.4 1.8 1.9 19.4 0.0 0.0 7.5 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.8 0.0 15.6 5.6 5.6 15.3 0.0 0.0 3.2 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.1 50.6 0.0 56.8 32.2 32.4 52.5 0.0 0.0 53.5 0.0 45.4 LnGrp LOS E D A E C C D A D A D
Approach Vol, veh/h 121 1071 540 154
Approach Delay, s/veh 64.8 44.4 52.5 51.5
Approach LOS E D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 37.2 12.6 14.1 13.2 36.6 39.3
Change Period (Y+Rc), s 4.6 * 5.6 5.1 5.1 5.6 4.6
Max Green Setting (Gmax), s 35.4 * 8.6 18.0 11.8 31.4 38.4 Max Q Clear Time (g_c+I1), s 31.9 4.5 8.7 8.6 16.8 33.2 Green Ext Time (p_c), s 0.7 0.0 0.4 0.1 3.6 1.5
Intersection Summary
HCM 6th Ctrl Delay 48.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

DRAFT
Salinas Airport TIA Cumulative Conditions
3: Roy Diaz Street & Airport Boulevard Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 454 414 136 146 137 97
Future Volume (veh/h) 454 414 136 146 137 97
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 493 450 148 159 149 105
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 4 4 4 4 4
Cap, veh/h 680 1395 217 1134 243 216
Arrive On Green 0.37 0.37 0.12 0.62 0.14 0.14
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 493 450 148 159 149 105
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 11.3 4.7 4.0 1.8 3.9 3.0
Cycle Q Clear(g_c), s 11.3 4.7 4.0 1.8 3.9 3.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 680 1395 217 1134 243 216
V/C Ratio(X) 0.72 0.32 0.68 0.14 0.61 0.49
Avail Cap(c_a), veh/h 1354 2400 466 2069 466 414
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.3 7.1 20.5 3.9 19.8 19.5
Incr Delay (d2), s/veh 1.5 0.1 3.7 0.1 2.5 1.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.6 1.4 1.6 0.3 1.6 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.8 7.2 24.2 4.0 22.3 21.2
LnGrp LOS B A C A C C
Approach Vol, veh/h 943 307 254
Approach Delay, s/veh 11.2 13.8 21.9
Approach LOS B B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.1 24.1 36.2 12.8
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 36 * 55 13.0
Max Q Clear Time (g_c+I1), s 6.0 13.3 3.8 5.9
Green Ext Time (p_c), s 0.2 4.8 0.8 0.4
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

DRAFT
Salinas Airport TIA Cumulative Conditions
SimTraffic Performance Report AM Peak
SimTraffic Performance Report SimTraffic Report
Kimley-Horn & Associates Page 1
4: Skyway Boulevard & Airport Boulevard Performance by movement Movement EBL EBT EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.1
Total Del/Veh (s) 3.1 0.3 1.8 3.2 9.0 7.9 2.7 1.6
DRAFT

SITE LA
YOUT
Site: 5 [E.

Alisal St @ Skyway Blvd_AM
-
CU (Site Folder:

CU)]
New Site
Site Category: (None)
Roundabout
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Created: W
ednesday
, Octob
er 25, 2023
2:44:20 PM
Project:

K:\SJC_TPT
O\City of Salinas\1977xxx
-
Salinas
Airport Industrial Park Update\05 Desig
n &
Analysis\Sidra\Int 5.

Alisal St @ Skyway
Blvd.sip9
DRAFT

LANE SUMMAR
Y
Site: 5 [E.

Alisal St @ Skyway Blvd_AM
-
CU (Site Folder:

CU)]
Output produced by SIDRA

INTERSECTION V
ersion: 9.1.1.200
New Site
Site Category: (None)
Roundabout
Lane Use and Performance
Demand
Flows
Arrival Flows
95% Back Of
Queue
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Skyway Blvd
Lane 1
28 2.2
28 2.2
789

0.035
100

4.9 LOS
A

0.1 3.3
Full
1600

0.0 0.0
Lane 2
d
67 13.0
67 13.0
719

0.093
100

6.0 LOS
A

0.3 9.0
Full
1600

0.0 0.0
Approach
95 9.8
95 9.8

0.093

5.7 LOS
A

0.3 9.0
East: E.

Alisal St
Lane 1
206

2.0 206

2.0 1
1 16

0.185
100

4.7 LOS
A

0.8 21.6
Full
1600

0.0 0.0
Lane 2
d
369

2.9 369

2.9 1
1 10

0.333
100

6.2 LOS
A

1.8 46.9
Full
1600

0.0 0.0
Approach
576

2.6 576

2.6 0.333

5.6 LOS
A

1.8 46.9
North: Quilla St
Lane 1
d
160

2.4 160

2.4 631

0.253
100

8.8 LOS
A

1.0 24.6
Full
1600

0.0 0.0
Approach
160

2.4 160

2.4 0.253

8.8 LOS
A

1.0 24.6
W
est: E.

Alisal St
Lane 1
d
318

5.8 318

5.8 765

0.416
100

10.0 LOS B

2.2 56.7
Full
650

0.0 0.0
Lane 2
97 6.0
97 6.0
1580

0.061
100

0.0 LOS
A

0.0 0.0
Full
650

0.0 0.0
Approach
415

5.8 415

5.8 0.416

7.7 LOS
A

2.2 56.7
All
V
ehicles
1245

4.2 1245

4.2 0.416

6.7 LOS
A

2.2 56.7
Site
Level
of
Service
(LOS)
Method:

Delay
&
v/c
(HCM
6).

Site
LOS
Method
is
specified
in
the
Parame
ter
Settings
dialog
(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA
queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap
-
Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
7 20
-
28 2.2
789

0.035
100
NA
NA
Lane 2
-
-
67 67

13.0 719

0.093
100
NA
NA
Approach
7 20
67 95

9.8 0.093
East: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Deg.

Lane
Prob.

Ov
.

DRAFT
From E
T
o Exit:

S
W
N
Cap.
veh/h
Satn
v/c
Util.
%
SL
Ov
.
%
Lane
No.

Lane 1
206
-
-
206

2.0 1
1 16

0.185
100
NA
NA
Lane 2
-
359
1 1
369

2.9 1
1 10

0.333
100
NA
NA
Approach
206
359
1 1
576

2.6 0.333
North: Quilla St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
13 126
21 160

2.4 631

0.253
100
NA
NA
Approach
13 126
21 160

2.4 0.253
W
est: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
12 306
-
318

5.8 765

0.416
100
NA
NA
Lane 2
-
-
97 97

6.0 1580

0.061
100
NA
NA
Approach
12 306
97 415

5.8 0.416
T
otal
%HV
Deg.Satn (v/c)
All V
ehicles
1245

4.2 0.416
Arrival
Flows
used
in
performance
calculations
are
adjusted
to
include
any
Initial
Queued
Demand
an
d
Upstream
Capacity
Constraint ef
fects.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
There are no Exit Short Lanes for Merge
Analysis at this Site.

V
ariable Demand
Analysis
Initial
Queued
Demand
Residual
Queued
Demand
T
ime for
Residual
Demand
to Clear
Duration
of
Oversatn
veh
veh
sec
sec
South: Skyway Blvd
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
East: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
North: Quilla St
Lane 1

0.0 0.0

0.0 0.0
W
est: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Processed: W
ednesday
, Oct
ober 25, 2023
2:44:21 PM
Project:

K:\SJC_TPT
O\City of Salinas\1977xxx
-
Salinas
Airport Industrial Park Update\05 Desig
n &
Analysis\Sidra\Int 5.

Alisal St @ Skyway
Blvd.sip9
DRAFT
Salinas Airport TIA Cumulative Conditions
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: PM Peak HCM 6th TWSC Synchro 10 Report
Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 8.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 191 16 142 204 32 125
Future Vol, veh/h 191 16 142 204 32 125
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 15 0 100 0 33 6
Mvmt Flow 208 17 154 222 35 136

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 565 35 171 0 - 0
Stage 1 35 - - - - -
Stage 2 530 - - - - -
Critical Hdwy 6.55 6.2 5.1 - - -
Critical Hdwy Stg 1 5.55 - - - - -
Critical Hdwy Stg 2 5.55 - - - - -
Follow-up Hdwy 3.635 3.3 3.1 - - -
Pot Cap-1 Maneuver 465 1044 980 - - -
Stage 1 955 - - - - -
Stage 2 565 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 392 1044 980 - - -
Mov Cap-2 Maneuver 392 - - - - -
Stage 1 805 - - - - -
Stage 2 565 - - - - -

Approach EB NB SB
HCM Control Delay, s 23.8 3.8 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 980 - 412 - -
HCM Lane V/C Ratio 0.157 - 0.546 - -
HCM Control Delay (s) 9.4 - 23.8 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.6 - 3.2 - -
DRAFT
Salinas Airport TIA Cumulative Conditions
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 28 0 235 182 31 144 92 208 38 99 51 Future Volume (veh/h) 75 28 0 235 182 31 144 92 208 38 99 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1485 0 1796 1515 1559 1752 1752 1811 1618 1767 1352 Adj Flow Rate, veh/h 82 30 0 255 198 34 157 100 0 41 108 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 28 0 7 26 23 10 10 6 19 9 37
Cap, veh/h 106 260 0 289 696 117 304 194 95 250 226
Arrive On Green 0.06 0.17 0.00 0.17 0.28 0.28 0.29 0.29 0.00 0.20 0.20 0.20 Sat Flow, veh/h 1725 1485 0 1711 2463 416 1038 661 1535 480 1263 1144 Grp Volume(v), veh/h 82 30 0 255 114 118 257 0 0 149 0 55 Grp Sat Flow(s),veh/h/ln 1725 1485 0 1711 1439 1440 1700 0 1535 1743 0 1144 Q Serve(g_s), s 4.9 1.8 0.0 15.3 6.5 6.7 13.2 0.0 0.0 7.9 0.0 4.3 Cycle Q Clear(g_c), s 4.9 1.8 0.0 15.3 6.5 6.7 13.2 0.0 0.0 7.9 0.0 4.3 Prop In Lane 1.00 0.00 1.00 0.29 0.61 1.00 0.28 1.00
Lane Grp Cap(c), veh/h 106 260 0 289 406 407 498 0 345 0 226 V/C Ratio(X) 0.77 0.12 0.00 0.88 0.28 0.29 0.52 0.00 0.43 0.00 0.24 Avail Cap(c_a), veh/h 349 260 0 428 406 407 498 0 345 0 226 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.6 36.5 0.0 42.7 29.4 29.5 31.0 0.0 0.0 37.0 0.0 35.5 Incr Delay (d2), s/veh 13.4 0.9 0.0 13.6 1.7 1.8 3.8 0.0 0.0 3.9 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.7 0.0 7.3 2.4 2.4 5.7 0.0 0.0 3.8 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.0 37.4 0.0 56.2 31.1 31.3 34.8 0.0 0.0 40.9 0.0 38.1 LnGrp LOS E D A E C C C A D A D
Approach Vol, veh/h 112 487 257 204
Approach Delay, s/veh 55.4 44.3 34.8 40.2
Approach LOS E D C D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.5 23.7 25.0 10.2 35.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 29.7 30.8 Max Q Clear Time (g_c+I1), s 17.3 3.8 9.9 6.9 8.7 15.2
Green Ext Time (p_c), s 0.5 0.1 0.7 0.2 1.1 1.1
Intersection Summary
HCM 6th Ctrl Delay 42.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

DRAFT
Salinas Airport TIA Cumulative Conditions
3: Roy Diaz Street & Airport Boulevard Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 421 423 226 175 285 177
Future Volume (veh/h) 421 423 226 175 285 177
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 458 460 246 190 310 192
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 4 4 4 4 4
Cap, veh/h 805 1682 285 1242 307 273
Arrive On Green 0.44 0.44 0.16 0.68 0.17 0.17
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 458 460 246 190 310 192
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 14.9 6.2 10.9 3.0 14.0 9.3
Cycle Q Clear(g_c), s 14.9 6.2 10.9 3.0 14.0 9.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 805 1682 285 1242 307 273
V/C Ratio(X) 0.57 0.27 0.86 0.15 1.01 0.70
Avail Cap(c_a), veh/h 805 1682 285 1242 307 273
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 16.8 7.2 32.6 4.7 33.0 31.0
Incr Delay (d2), s/veh 2.9 0.4 27.6 0.3 54.1 7.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.1 2.6 6.5 0.9 10.3 3.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.8 7.6 60.2 5.0 87.1 38.9
LnGrp LOS B A E A F D
Approach Vol, veh/h 918 436 502
Approach Delay, s/veh 13.7 36.1 68.7
Approach LOS B D E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 19.0 41.0 60.0 20.0
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 12.9 16.9 5.0 16.0
Green Ext Time (p_c), s 0.0 4.3 1.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 33.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

DRAFT
Salinas Airport TIA Cumulative Conditions
SimTraffic Performance Report PM Peak
SimTraffic Performance Report SimTraffic Report
Kimley-Horn & Associates Page 1
4: Skyway Boulevard & Airport Boulevard Performance by movement Movement EBL EBT EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.1
Total Del/Veh (s) 6.3 0.5 4.1 5.2 7.7 7.7 2.8 5.0
DRAFT

SITE LA
YOUT
Site: 5 [E.

Alisal St @ Skyway Blvd_PM
-
CU (Site Folder:

CU)]
New Site
Site Category: (None)
Roundabout
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Created: W
ednesday
, Octob
er 25, 2023
2:43:40 PM
Project:

K:\SJC_TPT
O\City of Salinas\1977xxx
-
Salinas
Airport Industrial Park Update\05 Desig
n &
Analysis\Sidra\Int 5.

Alisal St @ Skyway
Blvd.sip9
DRAFT

LANE SUMMAR
Y
Site: 5 [E.

Alisal St @ Skyway Blvd_PM
-
CU (Site Folder:

CU)]
Output produced by SIDRA

INTERSECTION V
ersion: 9.1.1.200
New Site
Site Category: (None)
Roundabout
Lane Use and Performance
Demand
Flows
Arrival Flows
95% Back Of
Queue
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Skyway Blvd
Lane 1
177

1.0 177

1.0 815

0.217
100

6.7 LOS
A

0.9 22.7
Full
1600

0.0 0.0
Lane 2
d
278

3.0 278

3.0 801

0.346
100

8.5 LOS
A

1.6 40.9
Full
1600

0.0 0.0
Approach
454

2.2 454

2.2 0.346

7.8 LOS
A

1.6 40.9
East: E.

Alisal St
Lane 1
138

10.0 138

10.0 843

0.164
100

5.9 LOS
A

0.6 16.9
Full
1600

0.0 0.0
Lane 2
d
349

0.0 349

0.0 910

0.384
100

8.2 LOS
A

2.0 49.6
Full
1600

0.0 0.0
Approach
487

2.8 487

2.8 0.384

7.5 LOS
A

2.0 49.6
North: Quilla St
Lane 1
d
55 0.7
55 0.7
682

0.081
100

6.1 LOS
A

0.3 7.2
Full
1600

0.0 0.0
Approach
55 0.7
55 0.7

0.081

6.1 LOS
A

0.3 7.2
W
est: E.

Alisal St
Lane 1
d
277

2.9 277

2.9 886

0.312
100

7.4 LOS
A

1.5 37.2
Full
650

0.0 0.0
Lane 2
24 2.0
24 2.0
1642

0.015
100

0.0 LOS
A

0.0 0.0
Full
650

0.0 0.0
Approach
301

2.8 301

2.8 0.312

6.8 LOS
A

1.5 37.2
All
V
ehicles
1298

2.5 1298

2.5 0.384

7.4 LOS
A

2.0 49.6
Site
Level
of
Service
(LOS)
Method:

Delay
&
v/c
(HCM
6).

Site
LOS
Method
is
specified
in
the
Parame
ter
Settings
dialog
(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA
queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap
-
Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
38 138
-
177

1.0 815

0.217
100
NA
NA
Lane 2
-
-
278
278

3.0 801

0.346
100
NA
NA
Approach
38 138
278
454

2.2 0.346
East: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Deg.

Lane
Prob.

Ov
.

DRAFT
From E
T
o Exit:

S
W
N
Cap.
veh/h
Satn
v/c
Util.
%
SL
Ov
.
%
Lane
No.

Lane 1
138
-
-
138

10.0 843

0.164
100
NA
NA
Lane 2
-
334
15 349

0.0 910

0.384
100
NA
NA
Approach
138
334
15 487

2.8 0.384
North: Quilla St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
4 38
13 55

0.7 682

0.081
100
NA
NA
Approach
4 38
13 55

0.7 0.081
W
est: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
13 264
-
277

2.9 886

0.312
100
NA
NA
Lane 2
-
-
24 24

2.0 1642

0.015
100
NA
NA
Approach
13 264
24 301

2.8 0.312
T
otal
%HV
Deg.Satn (v/c)
All V
ehicles
1298

2.5 0.384
Arrival
Flows
used
in
performance
calculations
are
adjusted
to
include
any
Initial
Queued
Demand
an
d
Upstream
Capacity
Constraint ef
fects.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
There are no Exit Short Lanes for Merge
Analysis at this Site.

V
ariable Demand
Analysis
Initial
Queued
Demand
Residual
Queued
Demand
T
ime for
Residual
Demand
to Clear
Duration
of
Oversatn
veh
veh
sec
sec
South: Skyway Blvd
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
East: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
North: Quilla St
Lane 1

0.0 0.0

0.0 0.0
W
est: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Processed:

T
uesday
, Octob
er 24, 2023
3:45:49 PM
Project:

K:\SJC_TPT
O\City of Salinas\1977xxx
-
Salinas
Airport Industrial Park Update\05 Desig
n &
Analysis\Sidra\Int 5.

Alisal St @ Skyway
Blvd.sip9
DRAFT
Salinas Airport TIA Cumulative Conditions
Queuing and Blocking Report AM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 1: Roy Diaz Street & US 101 NB Ramps
Movement EB NB SB
Directions Served LR L R
Maximum Queue (ft) 392 72 17
Average Queue (ft) 124 16 1
95th Queue (ft) 272 57 9
Link Distance (ft) 679 508
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115
Storage Blk Time (%)
Queuing Penalty (veh)
DRAFT
Salinas Airport TIA Cumulative Conditions
Queuing and Blocking Report PM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 1: Roy Diaz Street & US 101 NB Ramps
Movement EB NB NB SB SB
Directions Served LR L T T R
Maximum Queue (ft) 198 127 45 9 21
Average Queue (ft) 71 48 2 0 1
95th Queue (ft) 146 106 33 7 11
Link Distance (ft) 679 274 508 508
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115
Storage Blk Time (%) 0
Queuing Penalty (veh) 1
DRAFT
Salinas Airport TIA Cumulative Conditions
Queuing and Blocking Report AM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Movement EB EB WB WB WB NB NB SB SB
Directions Served L T L T TR LT R LT R
Maximum Queue (ft) 151 97 295 704 140 219 76 198 76
Average Queue (ft) 71 29 292 642 86 191 35 78 23
95th Queue (ft) 136 81 313 787 167 207 91 158 68
Link Distance (ft) 225 645 133 557
Upstream Blk Time (%) 49 69
Queuing Penalty (veh) 0 372
Storage Bay Dist (ft) 150 270 115 50 50
Storage Blk Time (%) 1 0 56 19 5 69 0 26 1
Queuing Penalty (veh) 0 0 250 136 31 68 2 8 1
DRAFT
Salinas Airport TIA Cumulative Conditions
Queuing and Blocking Report PM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Movement EB EB WB WB WB NB NB SB SB
Directions Served L T L T TR LT R LT R
Maximum Queue (ft) 120 116 289 305 140 207 76 307 76
Average Queue (ft) 50 22 174 110 49 160 57 121 42
95th Queue (ft) 100 73 269 235 134 230 98 230 92
Link Distance (ft) 225 651 133 556
Upstream Blk Time (%) 26
Queuing Penalty (veh) 116
Storage Bay Dist (ft) 150 270 115 50 50
Storage Blk Time (%) 0 0 1 10 0 50 1 39 2
Queuing Penalty (veh) 0 0 3 37 1 103 1 20 2
DRAFT

G. CUMULATIVE PLUS PROJECT

CONDITIONS SYNCHRO & SIMTRAFFIC

OUTPUT SHEETS

DRAFT
Salinas Airport TIA Cumulative Plus Project Conditions
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: AM Peak HCM 6th TWSC Synchro 11 Report
Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 9.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 205 100 21 31 221 318
Future Vol, veh/h 205 100 21 31 221 318
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 74 74 74 74 74 74
Heavy Vehicles, % 16 100 50 50 50 20
Mvmt Flow 277 135 28 42 299 430

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 397 299 729 0 - 0
Stage 1 299 - - - - -
Stage 2 98 - - - - -
Critical Hdwy 6.56 7.2 4.6 - - -
Critical Hdwy Stg 1 5.56 - - - - -
Critical Hdwy Stg 2 5.56 - - - - -
Follow-up Hdwy 3.644 4.2 2.65 - - -
Pot Cap-1 Maneuver 582 558 692 - - -
Stage 1 721 - - - - -
Stage 2 892 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 559 558 692 - - -
Mov Cap-2 Maneuver 559 - - - - -
Stage 1 692 - - - - -
Stage 2 892 - - - - -

Approach EB NB SB
HCM Control Delay, s 27.4 4.2 0

HCM LOS D

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 692 - 559 - -
HCM Lane V/C Ratio 0.041 - 0.737 - -
HCM Control Delay (s) 10.4 - 27.4 - -
HCM Lane LOS B - D - -
HCM 95th %tile Q(veh) 0.1 - 6.3 - -
DRAFT
Salinas Airport TIA Cumulative Plus Project Conditions
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 23 0 447 360 84 289 155 101 10 88 31 Future Volume (veh/h) 76 23 0 447 360 84 289 155 101 10 88 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1085 0 1870 1693 1870 1752 1781 1485 1263 1752 1722 Adj Flow Rate, veh/h 93 28 0 545 439 102 352 189 0 12 107 38 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 55 0 2 14 2 10 8 28 43 10 12
Cap, veh/h 112 166 0 416 800 185 307 165 32 290 270
Arrive On Green 0.08 0.15 0.00 0.23 0.31 0.31 0.27 0.27 0.00 0.18 0.18 0.18 Sat Flow, veh/h 1428 1085 0 1781 2595 598 1123 603 1259 176 1567 1459 Grp Volume(v), veh/h 93 28 0 545 271 270 541 0 0 119 0 38 Grp Sat Flow(s),veh/h/ln 1428 1085 0 1781 1608 1585 1725 0 1259 1743 0 1459 Q Serve(g_s), s 7.2 2.5 0.0 26.3 15.8 16.0 30.8 0.0 0.0 6.7 0.0 2.5 Cycle Q Clear(g_c), s 7.2 2.5 0.0 26.3 15.8 16.0 30.8 0.0 0.0 6.7 0.0 2.5 Prop In Lane 1.00 0.00 1.00 0.38 0.65 1.00 0.10 1.00
Lane Grp Cap(c), veh/h 112 166 0 416 496 489 472 0 322 0 270 V/C Ratio(X) 0.83 0.17 0.00 1.31 0.55 0.55 1.15 0.00 0.37 0.00 0.14 Avail Cap(c_a), veh/h 270 166 0 416 496 489 472 0 322 0 270 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 51.1 41.4 0.0 43.1 32.3 32.4 40.8 0.0 0.0 40.1 0.0 38.4 Incr Delay (d2), s/veh 6.0 2.2 0.0 155.3 4.3 4.5 87.8 0.0 0.0 3.2 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.8 0.0 29.0 6.5 6.5 24.0 0.0 0.0 3.2 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 43.6 0.0 198.4 36.6 36.9 128.6 0.0 0.0 43.3 0.0 39.5 LnGrp LOS E D A F D D F A D A D
Approach Vol, veh/h 121 1086 541 157
Approach Delay, s/veh 54.0 117.9 128.6 42.4
Approach LOS D F F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 30.0 22.5 25.0 12.5 40.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 34.7 30.8 Max Q Clear Time (g_c+I1), s 28.3 4.5 8.7 9.2 18.0 32.8 Green Ext Time (p_c), s 0.0 0.0 0.4 0.1 2.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 110.7
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

DRAFT
Salinas Airport TIA Cumulative Plus Project Conditions
3: Roy Diaz Street & Airport Boulevard Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 471 414 141 150 137 107
Future Volume (veh/h) 471 414 141 150 137 107
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 512 450 153 163 149 116
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 4 4 4 4 4
Cap, veh/h 994 1792 191 1340 198 176
Arrive On Green 0.54 0.54 0.11 0.73 0.11 0.11
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 512 450 153 163 149 116
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 13.4 5.1 6.4 2.0 6.2 5.4
Cycle Q Clear(g_c), s 13.4 5.1 6.4 2.0 6.2 5.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 994 1792 191 1340 198 176
V/C Ratio(X) 0.52 0.25 0.80 0.12 0.75 0.66
Avail Cap(c_a), veh/h 994 1792 302 1340 302 268
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 11.1 5.4 32.9 3.1 32.5 32.1
Incr Delay (d2), s/veh 1.9 0.3 7.9 0.2 5.7 4.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.8 1.7 3.0 0.4 2.8 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.0 5.8 40.8 3.2 38.2 36.2
LnGrp LOS B A D A D D
Approach Vol, veh/h 962 316 265
Approach Delay, s/veh 9.6 21.4 37.3
Approach LOS A C D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 14.2 46.8 61.0 14.5
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 36 * 55 13.0
Max Q Clear Time (g_c+I1), s 8.4 15.4 4.0 8.2
Green Ext Time (p_c), s 0.1 4.8 0.9 0.3
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

DRAFT
Salinas Airport TIA Cumulative Plus Project Conditions
SimTraffic Performance Report AM Peak
SimTraffic Performance Report SimTraffic Report
Kimley-Horn & Associates Page 1
4: Skyway Boulevard & Airport Boulevard Performance by movement Movement EBL EBT EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.1
Total Del/Veh (s) 3.7 0.8 2.1 3.8 6.7 3.9 2.8 2.0
DRAFT

SITE LA
YOUT
Site: 5 [E.

Alisal St @ Skyway Blvd_AM
-
CU + Proj (Site
Folder: CU)]
New Site
Site Category: (None)
Roundabout
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Created: W
ednesday
, Novem
ber 22, 2023
3:00:13 PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT

LANE SUMMAR
Y
Site: 5 [E.

Alisal St @ Skyway Blvd_AM
-
CU + Proj (Site
Folder: CU)]
Output produced by SIDRA

INTERSECTION V
ersion: 9.1.1.200
New Site
Site Category: (None)
Roundabout
Lane Use and Performance
Demand
Flows
Arrival Flows
95% Back Of
Queue
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Skyway Blvd
Lane 1
30 1.0
30 1.0
773

0.039
100

5.0 LOS
A

0.1 3.5
Full
1600

0.0 0.0
Lane 2
d
68 3.0
68 3.0
759

0.090
100

5.6 LOS
A

0.3 8.4
Full
1600

0.0 0.0
Approach
98 2.4
98 2.4

0.090

5.5 LOS
A

0.3 8.4
East: E.

Alisal St
Lane 1
21 1

10.0 21
1 10.0
996

0.212
100

5.4 LOS
A

0.9 24.2
Full
1600

0.0 0.0
Lane 2
d
369

0.0 369

0.0 1063

0.347
100

6.6 LOS
A

1.9 46.8
Full
1600

0.0 0.0
Approach
580

3.6 580

3.6 0.347

6.1 LOS
A

1.9 46.8
North: Quilla St
Lane 1
d
164

0.8 164

0.8 632

0.259
100

8.9 LOS
A

1.0 25.2
Full
1600

0.0 0.0
Approach
164

0.8 164

0.8 0.259

8.9 LOS
A

1.0 25.2
W
est: E.

Alisal St
Lane 1
d
318

2.9 318

2.9 732

0.435
100

10.7 LOS B

2.4 61.9
Full
650

0.0 0.0
Lane 2
101

2.0 101

2.0 1642

0.062
100

0.0 LOS
A

0.0 0.0
Full
650

0.0 0.0
Approach
419

2.7 419

2.7 0.435

8.1 LOS
A

2.4 61.9
All
V
ehicles
1261

2.8 1261

2.8 0.435

7.1 LOS
A

2.4 61.9
Site
Level
of
Service
(LOS)
Method:

Delay
&
v/c
(HCM
6).

Site
LOS
Method
is
specified
in
the
Parame
ter
Settings
dialog
(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA
queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap
-
Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
9 21
-
30 1.0
773

0.039
100
NA
NA
Lane 2
-
-
68 68

3.0 759

0.090
100
NA
NA
Approach
9 21
68 98

2.4 0.090
East: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Deg.

Lane
Prob.

Ov
.

DRAFT
From E
T
o Exit:

S
W
N
Cap.
veh/h
Satn
v/c
Util.
%
SL
Ov
.
%
Lane
No.

Lane 1
21 1
-
-
21 1

10.0 996

0.212
100
NA
NA
Lane 2
-
359
1 1
369

0.0 1063

0.347
100
NA
NA
Approach
21 1
359
1 1
580

3.6 0.347
North: Quilla St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
13 130
21 164

0.8 632

0.259
100
NA
NA
Approach
13 130
21 164

0.8 0.259
W
est: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
12 306
-
318

2.9 732

0.435
100
NA
NA
Lane 2
-
-
101
101

2.0 1642

0.062
100
NA
NA
Approach
12 306
101
419

2.7 0.435
T
otal
%HV
Deg.Satn (v/c)
All V
ehicles
1261

2.8 0.435
Arrival
Flows
used
in
performance
calculations
are
adjusted
to
include
any
Initial
Queued
Demand
an
d
Upstream
Capacity
Constraint ef
fects.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
There are no Exit Short Lanes for Merge
Analysis at this Site.

V
ariable Demand
Analysis
Initial
Queued
Demand
Residual
Queued
Demand
T
ime for
Residual
Demand
to Clear
Duration
of
Oversatn
veh
veh
sec
sec
South: Skyway Blvd
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
East: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
North: Quilla St
Lane 1

0.0 0.0

0.0 0.0
W
est: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Processed: W
ednesday
, Oct
ober 25, 2023
2:41:02 PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT
Salinas Airport TIA Cumulative Plus Project Conditions
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: PM Peak HCM 6th TWSC Synchro 11 Report
Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 195 16 142 204 32 137
Future Vol, veh/h 195 16 142 204 32 137
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 15 0 100 0 33 6
Mvmt Flow 212 17 154 222 35 149

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 565 35 184 0 - 0
Stage 1 35 - - - - -
Stage 2 530 - - - - -
Critical Hdwy 6.55 6.2 5.1 - - -
Critical Hdwy Stg 1 5.55 - - - - -
Critical Hdwy Stg 2 5.55 - - - - -
Follow-up Hdwy 3.635 3.3 3.1 - - -
Pot Cap-1 Maneuver 465 1044 968 - - -
Stage 1 955 - - - - -
Stage 2 565 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 391 1044 968 - - -
Mov Cap-2 Maneuver 391 - - - - -
Stage 1 803 - - - - -
Stage 2 565 - - - - -

Approach EB NB SB
HCM Control Delay, s 24.4 3.9 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 968 - 410 - -
HCM Lane V/C Ratio 0.159 - 0.559 - -
HCM Control Delay (s) 9.4 - 24.4 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.6 - 3.3 - -
DRAFT
Salinas Airport TIA Cumulative Plus Project Conditions
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 28 0 240 182 31 146 95 218 38 100 51 Future Volume (veh/h) 75 28 0 240 182 31 146 95 218 38 100 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1485 0 1796 1515 1559 1752 1752 1811 1618 1767 1352 Adj Flow Rate, veh/h 82 30 0 261 198 34 159 103 0 41 109 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 28 0 7 26 23 10 10 6 19 9 37
Cap, veh/h 106 254 0 295 696 117 302 196 94 250 226
Arrive On Green 0.06 0.17 0.00 0.17 0.28 0.28 0.29 0.29 0.00 0.20 0.20 0.20 Sat Flow, veh/h 1725 1485 0 1711 2463 416 1032 668 1535 476 1266 1144 Grp Volume(v), veh/h 82 30 0 261 114 118 262 0 0 150 0 55 Grp Sat Flow(s),veh/h/ln 1725 1485 0 1711 1439 1440 1700 0 1535 1743 0 1144 Q Serve(g_s), s 4.9 1.8 0.0 15.7 6.5 6.7 13.5 0.0 0.0 7.9 0.0 4.3 Cycle Q Clear(g_c), s 4.9 1.8 0.0 15.7 6.5 6.7 13.5 0.0 0.0 7.9 0.0 4.3 Prop In Lane 1.00 0.00 1.00 0.29 0.61 1.00 0.27 1.00
Lane Grp Cap(c), veh/h 106 254 0 295 406 407 498 0 345 0 226 V/C Ratio(X) 0.77 0.12 0.00 0.88 0.28 0.29 0.53 0.00 0.44 0.00 0.24 Avail Cap(c_a), veh/h 349 254 0 428 406 407 498 0 345 0 226 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.6 36.8 0.0 42.5 29.4 29.5 31.1 0.0 0.0 37.0 0.0 35.5 Incr Delay (d2), s/veh 13.4 0.9 0.0 14.2 1.7 1.8 3.9 0.0 0.0 4.0 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.7 0.0 7.5 2.4 2.4 5.8 0.0 0.0 3.8 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.0 37.8 0.0 56.7 31.1 31.3 35.0 0.0 0.0 41.0 0.0 38.1 LnGrp LOS E D A E C C D A D A D
Approach Vol, veh/h 112 493 262 205
Approach Delay, s/veh 55.5 44.7 35.0 40.2
Approach LOS E D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.8 23.3 25.0 10.2 35.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 29.7 30.8 Max Q Clear Time (g_c+I1), s 17.7 3.8 9.9 6.9 8.7 15.5
Green Ext Time (p_c), s 0.5 0.1 0.7 0.2 1.1 1.2
Intersection Summary
HCM 6th Ctrl Delay 42.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

DRAFT
Salinas Airport TIA Cumulative Plus Project Conditions
3: Roy Diaz Street & Airport Boulevard Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 428 423 238 190 285 181
Future Volume (veh/h) 428 423 238 190 285 181
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 465 460 259 207 310 197
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 4 4 4 4 4
Cap, veh/h 805 1682 285 1242 307 273
Arrive On Green 0.44 0.44 0.16 0.68 0.17 0.17
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 465 460 259 207 310 197
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 15.2 6.2 11.6 3.3 14.0 9.5
Cycle Q Clear(g_c), s 15.2 6.2 11.6 3.3 14.0 9.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 805 1682 285 1242 307 273
V/C Ratio(X) 0.58 0.27 0.91 0.17 1.01 0.72
Avail Cap(c_a), veh/h 805 1682 285 1242 307 273
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 16.9 7.2 32.9 4.8 33.0 31.2
Incr Delay (d2), s/veh 3.0 0.4 34.4 0.3 54.1 9.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.2 2.6 7.3 0.9 10.3 4.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9 7.6 67.3 5.0 87.1 40.1
LnGrp LOS B A E A F D
Approach Vol, veh/h 925 466 507
Approach Delay, s/veh 13.8 39.6 68.8
Approach LOS B D E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 19.0 41.0 60.0 20.0
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 13.6 17.2 5.3 16.0
Green Ext Time (p_c), s 0.0 4.3 1.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 34.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

DRAFT
Salinas Airport TIA Cumulative Plus Project Conditions
SimTraffic Performance Report PM Peak
SimTraffic Performance Report SimTraffic Report
Kimley-Horn & Associates Page 1
4: Skyway Boulevard & Airport Boulevard Performance by movement Movement EBL EBT EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.2 0.1 0.2 0.1
Total Del/Veh (s) 6.7 0.9 3.8 5.1 8.0 7.0 3.0 5.3
DRAFT

SITE LA
YOUT
Site: 5 [E.

Alisal St @ Skyway Blvd_PM
-
CU + Proj (Site
Folder: CU)]
New Site
Site Category: (None)
Roundabout
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Created: W
ednesday
, Novem
ber 22, 2023
3:00:34 PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT

LANE SUMMAR
Y
Site: 5 [E.

Alisal St @ Skyway Blvd_PM
-
CU + Proj (Site
Folder: CU)]
Output produced by SIDRA

INTERSECTION V
ersion: 9.1.1.200
New Site
Site Category: (None)
Roundabout
Lane Use and Performance
Demand
Flows
Arrival Flows
95% Back Of
Queue
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Skyway Blvd
Lane 1
185

1.0 185

1.0 815

0.227
100

6.8 LOS
A

1.0 24.0
Full
1600

0.0 0.0
Lane 2
d
282

3.0 282

3.0 801

0.352
100

8.6 LOS
A

1.6 41.7
Full
1600

0.0 0.0
Approach
467

2.2 467

2.2 0.352

7.9 LOS
A

1.6 41.7
East: E.

Alisal St
Lane 1
139

10.0 139

10.0 835

0.167
100

6.0 LOS
A

0.6 17.1
Full
1600

0.0 0.0
Lane 2
d
349

0.0 349

0.0 902

0.387
100

8.3 LOS
A

2.0 50.0
Full
1600

0.0 0.0
Approach
488

2.9 488

2.9 0.387

7.6 LOS
A

2.0 50.0
North: Quilla St
Lane 1
d
57 0.7
57 0.7
678

0.085
100

6.2 LOS
A

0.3 7.5
Full
1600

0.0 0.0
Approach
57 0.7
57 0.7

0.085

6.2 LOS
A

0.3 7.5
W
est: E.

Alisal St
Lane 1
d
277

2.9 277

2.9 883

0.313
100

7.4 LOS
A

1.5 37.3
Full
650

0.0 0.0
Lane 2
26 2.0
26 2.0
1642

0.016
100

0.0 LOS
A

0.0 0.0
Full
650

0.0 0.0
Approach
302

2.8 302

2.8 0.313

6.8 LOS
A

1.5 37.3
All
V
ehicles
1315

2.5 1315

2.5 0.387

7.5 LOS
A

2.0 50.0
Site
Level
of
Service
(LOS)
Method:

Delay
&
v/c
(HCM
6).

Site
LOS
Method
is
specified
in
the
Parame
ter
Settings
dialog
(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA
queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap
-
Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
43 143
-
185

1.0 815

0.227
100
NA
NA
Lane 2
-
-
282
282

3.0 801

0.352
100
NA
NA
Approach
43 143
282
467

2.2 0.352
East: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Deg.

Lane
Prob.

Ov
.

DRAFT
From E
T
o Exit:

S
W
N
Cap.
veh/h
Satn
v/c
Util.
%
SL
Ov
.
%
Lane
No.

Lane 1
139
-
-
139

10.0 835

0.167
100
NA
NA
Lane 2
-
334
15 349

0.0 902

0.387
100
NA
NA
Approach
139
334
15 488

2.9 0.387
North: Quilla St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
4 40
13 57

0.7 678

0.085
100
NA
NA
Approach
4 40
13 57

0.7 0.085
W
est: E.

Alisal St
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
13 264
-
277

2.9 883

0.313
100
NA
NA
Lane 2
-
-
26 26

2.0 1642

0.016
100
NA
NA
Approach
13 264
26 302

2.8 0.313
T
otal
%HV
Deg.Satn (v/c)
All V
ehicles
1315

2.5 0.387
Arrival
Flows
used
in
performance
calculations
are
adjusted
to
include
any
Initial
Queued
Demand
an
d
Upstream
Capacity
Constraint ef
fects.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
There are no Exit Short Lanes for Merge
Analysis at this Site.

V
ariable Demand
Analysis
Initial
Queued
Demand
Residual
Queued
Demand
T
ime for
Residual
Demand
to Clear
Duration
of
Oversatn
veh
veh
sec
sec
South: Skyway Blvd
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
East: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

0.0 0.0
North: Quilla St
Lane 1

0.0 0.0

0.0 0.0
W
est: E.

Alisal St
Lane 1

0.0 0.0

0.0 0.0
Lane 2

0.0 0.0

ASSOCIA

TES INC
|
Licence: NETWORK / Enterprise Level 2
|
Processed: W
ednesday
, Nov
ember 22, 2023
3:00:35 PM
Project:

K:\SJC_TPT
O\City of Salinas\197479101
-
Salinas
Airport Industrial Park Update\05 Des
ign &
Analysis\Sidra\Int

5. E.

Alisal St @
Skyway Blvd.sip9
DRAFT
Salinas Airport TIA Cumulative Plus Project Conditions
Queuing and Blocking Report AM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 1: Roy Diaz Street & US 101 NB Ramps
Movement EB NB SB
Directions Served LR L R
Maximum Queue (ft) 495 100 40
Average Queue (ft) 150 16 3
95th Queue (ft) 367 60 23
Link Distance (ft) 679 508
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 115
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
DRAFT
Salinas Airport TIA Cumulative Plus Project Conditions
Queuing and Blocking Report PM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 1: Roy Diaz Street & US 101 NB Ramps
Movement EB NB SB
Directions Served LR L R
Maximum Queue (ft) 172 141 30
Average Queue (ft) 75 46 2
95th Queue (ft) 134 113 14
Link Distance (ft) 679 274 508
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
DRAFT
Salinas Airport TIA Cumulative Plus Project Conditions
Queuing and Blocking Report AM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Movement EB EB WB WB WB NB NB SB SB
Directions Served L T L T TR LT R LT R
Maximum Queue (ft) 143 143 295 700 140 216 76 214 75
Average Queue (ft) 64 35 288 612 85 189 40 85 29
95th Queue (ft) 129 94 328 852 169 200 95 177 77
Link Distance (ft) 225 646 133 556
Upstream Blk Time (%) 45 69
Queuing Penalty (veh) 0 376
Storage Bay Dist (ft) 150 270 115 50 50
Storage Blk Time (%) 1 1 53 20 3 70 0 31 0
Queuing Penalty (veh) 0 0 237 144 19 71 2 10 0
DRAFT
Salinas Airport TIA Cumulative Plus Project Conditions
Queuing and Blocking Report PM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Movement EB EB WB WB WB NB NB SB SB
Directions Served L T L T TR LT R LT R
Maximum Queue (ft) 134 135 294 379 140 203 76 231 76
Average Queue (ft) 55 24 177 120 44 169 44 119 42
95th Queue (ft) 108 80 286 262 124 231 96 217 94
Link Distance (ft) 225 655 133 558
Upstream Blk Time (%) 0 34
Queuing Penalty (veh) 0 156
Storage Bay Dist (ft) 150 270 115 50 50
Storage Blk Time (%) 0 0 3 9 0 54 1 40 1
Queuing Penalty (veh) 0 0 6 31 1 118 1 20 2
DRAFT

H. CUMULATIVE PLUS PROJECT
(IMPROVEMENTS) CONDITIONS SYNCHRO
& SIMTRAFFIC OUTPUT SHEETS

DRAFT
Salinas Airport TIA Cumulative Plus Project IMP
2: US 101 SB Ramps/Terven Avenue & Airport Boulevard/Airport Blvd Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 289 23 101 289 155 360 84 447 88 10 31 Future Volume (veh/h) 76 289 23 101 289 155 360 84 447 88 10 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1589 1085 1485 1752 1781 1693 1870 1870 1752 1263 1722 Adj Flow Rate, veh/h 93 352 28 123 352 189 439 102 545 107 12 38 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 21 55 28 10 8 14 2 2 10 43 12
Cap, veh/h 126 623 49 149 563 381 584 687 612 138 339 302 Arrive On Green 0.09 0.15 0.15 0.11 0.17 0.17 0.19 0.39 0.39 0.08 0.28 0.28 Sat Flow, veh/h 1428 4101 322 1414 3328 1510 3127 1777 1585 1668 1200 1070 Grp Volume(v), veh/h 93 247 133 123 352 189 439 102 545 107 12 38 Grp Sat Flow(s),veh/h/ln 1428 1446 1531 1414 1664 1510 1564 1777 1585 1668 1200 1070 Q Serve(g_s), s 4.1 5.1 5.2 5.5 6.4 6.9 8.6 2.4 20.8 4.1 0.5 1.7 Cycle Q Clear(g_c), s 4.1 5.1 5.2 5.5 6.4 6.9 8.6 2.4 20.8 4.1 0.5 1.7 Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 126 439 233 149 563 381 584 687 612 138 339 302 V/C Ratio(X) 0.74 0.56 0.57 0.83 0.62 0.50 0.75 0.15 0.89 0.77 0.04 0.13 Avail Cap(c_a), veh/h 426 970 514 553 1425 772 1523 956 853 529 441 394 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.8 25.4 25.5 28.4 25.0 20.7 24.9 12.9 18.6 29.1 16.8 17.3 Incr Delay (d2), s/veh 3.2 0.4 0.8 4.4 0.8 0.7 2.0 0.0 7.0 8.9 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 1.7 1.9 1.9 2.3 2.2 3.0 0.8 7.4 1.9 0.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.0 25.9 26.3 32.7 25.8 21.4 26.9 13.0 25.6 37.9 16.8 17.3 LnGrp LOS C C C C C C C B C D B B
Approach Vol, veh/h 473 664 1086 157
Approach Delay, s/veh 27.2 25.8 24.9 31.3
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.9 29.2 10.5 15.1 16.6 22.5 9.4 16.3 Change Period (Y+Rc), s 4.5 * 4.2 3.7 5.3 4.5 * 4.2 3.7 5.3 Max Green Setting (Gmax), s 20.5 * 35 25.3 21.7 31.5 * 24 19.3 27.7 Max Q Clear Time (g_c+I1), s 6.1 22.8 7.5 7.2 10.6 3.7 6.1 8.9 Green Ext Time (p_c), s 0.2 2.2 0.1 1.5 1.5 0.1 0.1 2.0 Intersection Summary
HCM 6th Ctrl Delay 26.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

DRAFT
Salinas Airport TIA Cumulative Plus Project Mitigated
2: US 101 SB Ramps/Terven Ave & Airport Blvd Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Synchro 11 Report Kimley-Horn & Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 629 28 218 146 95 182 31 240 100 38 51 Future Volume (veh/h) 75 629 28 218 146 95 182 31 240 100 38 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1589 1085 1485 1752 1781 1693 1870 1870 1752 1263 1722 Adj Flow Rate, veh/h 91 767 34 266 178 116 222 38 293 122 46 62 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 21 55 28 10 8 14 2 2 10 43 12
Cap, veh/h 115 1039 46 302 1255 710 314 372 332 155 242 216 Arrive On Green 0.08 0.24 0.24 0.21 0.38 0.38 0.10 0.21 0.21 0.09 0.20 0.20 Sat Flow, veh/h 1428 4258 188 1414 3328 1510 3127 1777 1585 1668 1200 1070 Grp Volume(v), veh/h 91 520 281 266 178 116 222 38 293 122 46 62 Grp Sat Flow(s),veh/h/ln 1428 1446 1555 1414 1664 1510 1564 1777 1585 1668 1200 1070 Q Serve(g_s), s 4.6 12.2 12.3 13.4 2.6 3.2 5.1 1.3 13.2 5.3 2.3 3.6 Cycle Q Clear(g_c), s 4.6 12.2 12.3 13.4 2.6 3.2 5.1 1.3 13.2 5.3 2.3 3.6 Prop In Lane 1.00 0.12 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 115 706 379 302 1255 710 314 372 332 155 242 216 V/C Ratio(X) 0.79 0.74 0.74 0.88 0.14 0.16 0.71 0.10 0.88 0.79 0.19 0.29 Avail Cap(c_a), veh/h 302 1244 669 697 2367 1214 620 405 361 396 321 286 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.3 25.7 25.7 28.1 15.1 11.2 32.1 23.5 28.3 32.7 24.4 24.9 Incr Delay (d2), s/veh 4.6 0.6 1.1 3.4 0.0 0.1 2.9 0.0 19.5 8.4 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 4.1 4.5 4.4 0.9 0.9 1.9 0.5 6.3 2.5 0.7 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.9 26.2 26.8 31.4 15.1 11.3 35.0 23.6 47.7 41.1 24.5 25.2 LnGrp LOS D C C C B B D C D D C C
Approach Vol, veh/h 892 560 553 230
Approach Delay, s/veh 27.6 22.1 41.0 33.5
Approach LOS C C D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.4 19.6 19.4 23.3 11.9 19.1 9.6 33.1 Change Period (Y+Rc), s 4.5 * 4.2 3.7 5.3 4.5 * 4.2 3.7 5.3 Max Green Setting (Gmax), s 17.5 * 17 36.3 31.7 14.6 * 20 15.6 52.4 Max Q Clear Time (g_c+I1), s 7.3 15.2 15.4 14.3 7.1 5.6 6.6 5.2 Green Ext Time (p_c), s 0.2 0.2 0.4 3.7 0.4 0.3 0.1 1.1 Intersection Summary
HCM 6th Ctrl Delay 30.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

DRAFT
Salinas Airport TIA Cumulative Plus Project IMP
Queuing and Blocking Report AM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: US 101 SB Ramps/Terven Avenue & Airport Boulevard/Airport Blvd Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L T T TR L T T R L L T TR
Maximum Queue (ft) 148 193 170 116 182 284 142 78 149 199 374 297 Average Queue (ft) 53 78 59 21 71 87 58 36 42 126 64 123 95th Queue (ft) 116 153 125 67 143 181 122 64 136 201 238 230 Link Distance (ft) 827 827 827 820 820 542 542
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 150 100 100 100 100
Storage Blk Time (%) 1 1 4 5 1 0 0 15 0
Queuing Penalty (veh) 1 1 6 5 2 0 0 7 0
Intersection: 2: US 101 SB Ramps/Terven Avenue & Airport Boulevard/Airport Blvd Movement SB SB SB
Directions Served L T TR
Maximum Queue (ft) 134 56 67
Average Queue (ft) 54 10 27
95th Queue (ft) 104 41 60
Link Distance (ft) 776 776
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%) 2
Queuing Penalty (veh) 0
DRAFT
Salinas Airport TIA Cumulative Plus Project Mitigated
Queuing and Blocking Report PM Peak
Queuing and Blocking Report SimTraffic Report
Kimley-Horn & Associates Page 1
Intersection: 2: US 101 SB Ramps/Terven Ave & Airport Blvd Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L T T TR L T T R L L T TR
Maximum Queue (ft) 175 377 314 232 199 323 101 64 142 198 214 163 Average Queue (ft) 72 160 133 71 129 79 35 23 26 97 28 71 95th Queue (ft) 164 277 236 168 209 224 77 55 105 172 104 132 Link Distance (ft) 827 827 827 820 820 542 542
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 100 100 100 100
Storage Blk Time (%) 1 11 18 1 1 0 0 12
Queuing Penalty (veh) 2 9 14 1 1 0 0 2
Intersection: 2: US 101 SB Ramps/Terven Ave & Airport Blvd Movement SB SB SB
Directions Served L T TR
Maximum Queue (ft) 166 157 103
Average Queue (ft) 64 39 37
95th Queue (ft) 123 100 81
Link Distance (ft) 776 776
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%) 3 1
Queuing Penalty (veh) 1 1
DRAFT

Salinas City CouncilMarch 19, 2024

Salinas City Council
March 19, 2024