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HomeMy WebLinkAboutPC2025-002 - SUPERCEDING STAFF APPROVAL PA2023-0138 AND APPROVING A CONDITIONAL USE PERMIT, COASTAL DEVELOPMENT PERMIT, AND TRAFFIC STUDY FOR A PRIVATE PICKLEBALL CLUB LOCATED AT 1111 AND 1107 JAMBOREE ROAD (PA2024-0091)RESOLUTION NO. PC2025-002 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF NEWPORT BEACH, CALIFORNIA, SUPERCEDING STAFF APPROVAL PA2023-0138 AND APPROVING A CONDITIONAL USE PERMIT, COASTAL DEVELOPMENT PERMIT, AND TRAFFIC STUDY FOR A PRIVATE PICKLEBALL CLUB LOCATED AT 1111 AND 1107 JAMBOREE ROAD (PA2024-0091) THE PLANNING COMMISSION OF THE CITY OF NEWPORT BEACH HEREBY FINDS AS FOLLOWS: SECTION 1. STATEMENT OF FACTS. 1. An application was filed by Sean Matsler of Cox, Castle, & Nicholson LLP (“Applicant”) on behalf of JGKallins Investment Newport, LLC (“Owner”), concerning the property located at 1111 Jamboree Road and legally described as Parcel 2 of Resubdivision No. 413 (“Property” or “Parcel 2”) and property located at 1107 Jamboree Road and legally described as Parcel 1 and a portion of Parcel 2 in Book 17, Page 3 of Parcel Maps (“Hotel Property”). 2. The Planning Commission approved Use Permit No. UP1697 on October 4, 1973, authorizing the construction of a private tennis club previously known as the John Wayne Tennis Club, with 15 regular tennis courts, one tennis ball machine court, a clubhouse, and 78 parking spaces on a single property. The approval also allowed for additional off-site parking spaces during the two annual major tournaments of the tennis club through an off-site parking agreement for the tennis club on the adjacent property that is developed with a hotel (“Hyatt Regency”). 3. The Planning Commission approved Resubdivision No. 413 and the parcel map was recorded on May 16, 1974, to allow the subdivision of the private tennis club into two separate parcels jointly owned by The Irvine Company that were to be maintained as a single development. Parcel 1 consisted of nine tennis courts, one tennis ball machine court, and the clubhouse. Parcel 2 located at the Property consisted of six tennis courts and 78 parking spaces. In 1992, however, The Irvine Company sold the two parcels to separate owners. Although the parcels were owned separately, the tennis courts continued to operate as a single development referred to as the Palisades Tennis Club. 4. The Community Development Director approved a Staff Approval (PA2023-0138) on August 3, 2023, to authorize a new operator for the six tennis courts on the Property for tennis play and instruction, operating then as “The Champions Club”, separate from the tennis courts on Parcel 1. Parcel 1 would operate independently as a tennis club with nine tennis courts, one tennis ball machine court, and clubhouse, operating as “The Palisades Tennis Club” under Use Permit No. UP1697. The Staff Approval documented that the operation would be in substantial conformance with UP1697. The Community Development Director’s decision was appealed to the Planning Commission. However, the Appellant ultimately withdrew their appeal, and the Staff Approval became effective. Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 2 of 19 07-29-24 5. The Applicant requests a conditional use permit (“CUP”) and coastal development permit (“CDP”) to convert the existing six tennis courts on the Property into 22 pickleball courts for a private pickleball club, known as the TTC Newporter (“Project”). The Project also includes minor improvements to the parking lot on the adjacent Hotel Property to accommodate the required parking spaces. The proposed hours of operation are between 8:00 a.m. and 8:30 p.m., daily. The request includes a traffic study pursuant to Chapter 15.40 (Traffic Phasing Ordinance) of the Newport Beach Municipal Code (“NBMC”) as the Project will generate a net increase of over 300 average daily trips. No changes are proposed to the existing tennis courts on Parcel 1 (“Palisades Tennis Club”). This use permit would supersede the prior Staff Approval (PA2023-0138). 6. The Property is categorized as Parks and Recreation (PR) by the General Plan Land Use Element and is located within the Parks and Recreation (PR) Zoning District. The Hotel Property is categorized as Visitor Serving Commercial (CV) by the General Plan Land Use Element and is located within the Commercial Visitor-Serving (CV) Zoning District. 7. The Property is located within the coastal zone. The Coastal Land Use Plan (“CLUP”) category for the Property is Parks and Recreation (PR), and it is located within the Parks and Recreation (PR) Coastal Zoning District. The CLUP category for the Hotel Property is Visitor Serving Commercial – (0.0 – 1.50 FAR) (CV-B), and it is located within the Commercial Visitor-Serving (CV) Coastal Zoning District. 8. A public hearing was held by the Planning Commission on January 9, 2025, in the Council Chambers at 100 Civic Center Drive, Newport Beach. A notice of the time, place, and purpose of the hearing was given in accordance with California Government Code Section 54950 et seq. (“Ralph M. Brown Act”) and Chapters 20.62 and 21.62 (Public Hearings) of the NBMC. Evidence, both written and oral, was presented to, and considered by, the Planning Commission at this public hearing. SECTION 2. CALIFORNIA ENVIRONMENTAL QUALITY ACT DETERMINATION. 1. This Project is exempt from the California Environmental Quality Act (“CEQA”) under Section 15332 under Class 32 (In-Fill Development Projects) and under Section 15301 under Class 1 (Existing Facilities) of the California Code of Regulations, Title 14, Division 6, Chapter 3, because it has no potential to have a significant effect on the environment (“CEQA Guidelines”). 2. Class 32 exempts in-fill development that meets the following criteria: (1) is consistent with the applicable General Plan designation and applicable policies, as well as applicable zoning designations and regulations, (2) would occur on a site less than five acres, (3) the project site must have no habitat value, (4) the project would not result in significant traffic, noise, air quality, or water quality effects, and (5) the site can be adequately served by all required utilities and public services. If a project meets the criteria and qualifies for the Class 32 exemption, the project is categorically exempt from CEQA unless one of the exceptions to exemptions apply. The exemption is not limited to any use type and may apply to residential, commercial, industrial, public facility, and/or mixed-use projects. Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 3 of 19 07-29-24 The Project meets all the requirements and is exempt under Class 32 (In-Fill Development Projects) based on the following: a. General Plan and Zoning Consistency: The Property with proposed pickleball courts is categorized as Parks and Recreation (PR) by the General Plan Land Use Element and is located within the Parks and Recreation (PR) Zoning District. The PR designation in the Land Use Element and Zoning District is intended for active public or private recreational uses and the Project is consistent with this designation. Additionally, the proposed Commercial Recreation and Entertainment land use is an allowed use subject to approval of a CUP. b. Less Than 5 Acres: The Property where the pickleball courts are to be located is approximately 1.79 acres. The Project includes minor construction to a portion of the parking lot located at the Hotel Property within an area that is approximately 0.5 acres. Cumulatively, the Project site is approximately 2.29 acres, which is less than five acres. c. No Habitat Value: The Property is currently developed with six tennis courts and the Project proposes to convert them to 22 pickleball courts in the existing footprint. The Property is completely developed and unlikely to provide value as habitat for endangered, rare, or threatened species. d. No Significant Traffic, Noise, Air Quality or Water Quality Effects: The Project will generate a net increase of over 300 daily trips and a Traffic Impact Analysis, TTC Newporter Pickleball Project” dated December 2024 , (“Traffic Impact Analysis”), which is attached hereto as Exhibit “B,” and incorporated herein by reference, was prepared for the Project and found that the seven intersections analyzed will continue to operate at a satisfactory level of service as defined by the City’s Traffic Phasing Ordinance. Due to the increase in the number of courts on-site and the nature of pickleball equipment, the Project will produce an increase in noise levels. A Noise Impact Analysis prepared by LSA Associates, Inc (“LSA”) dated June 3, 2024, analyzed the existing noise levels, and the noise impacts produced by the Project. The Noise Impact Analysis determined that the primary source of existing noise on the Property is vehicular traffic with other significant local noise sources such as commercial and mechanical equipment noise and aircraft noise. The Noise Impact Analysis estimates that the increase in traffic produced by the Project would create an increase in noise of less than 0.2 dBA CNEL along Jamboree Road. A noise level increase of less than 3 dBA would not be perceptible to the human ear and, therefore, the traffic noise increase would be less than significant. The Noise Impact Analysis also analyzed the long-term operational noise impact from pickleball activities. The closest nearby uses are the Hyatt Regency Hotel, Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 4 of 19 07-29-24 approximately 290 feet west from the acoustical center of the pickleball courts, and the residential neighborhood across Jamboree Road to the east, approximately 350 feet south from the acoustical center of the pickleball courts. The Noise Impact Analysis concluded that noise levels from the pickleball activity would dissipate substantially based on distance to the off-site uses. At full occupancy of all 22 pickleball courts, the estimated noises level would approach 57.6 dBA at the Hyatt Regency Hotel and 55.6 dBA at the residential neighborhood. Although this exceeds the maximum allowable daytime (7:00 a.m. to 10:00 p.m.) exterior noise level for residential uses pursuant to Section 10.26.025 (Exterior Noise Standards) of the NBMC, it would not cause an increase of 3 dBA or more over the ambient daytime noise level of 66.9 dBA at the boundary of the residential neighborhood. Further, Section 10.26.025 (Exterior Noise Standards) of the NBMC includes an exception when the ambient noise level exceeds the noise standard. In those circumstances, the maximum allowable noise level under said category shall be increased to reflect the maximum ambient noise level. Lastly, the Project would not exceed the maximum allowable exterior noise levels for commercial uses at the Hotel Property, as the maximum allowable daytime levels are 65 dbA. The Project will operate between the hours of 8:00 a.m. and 8:30 p.m., daily and would not lead to impacts associated with pickleball activity noise. An Air Quality Technical Memorandum prepared by LSA dated May 31, 2024, analyzed air pollutant emissions that typically occur over a short-term period from construction activities and over a long-term period from project-related vehicular trips. The Project does not involve construction of buildings and, as such, the primary focus of the analysis was on operational activities. The report concluded that the Project would not exceed the significance criteria for daily emissions and would not result in a cumulatively considerable net increase of any criteria pollutants. The report further concluded that the Project would not result in the generation of criteria air pollutants that would exceed the South Coast Air Quality Management District (“SCAQMD”) thresholds of significance, nor would it result in objectionable odors affecting a substantial number of people. The Project will restripe the existing six tennis courts into 22 pickleball courts and is not expected to significantly impact water quality. e. Utilities and Public Services: The Property is within a developed area of the City and is adequately served by existing utilities. All public services are adequate to accommodate the Project. 3. Class 1 exempts projects involving the operation, repair, maintenance, permitting, leasing, licensing, or minor alteration of existing public or private structures, facilities, mechanical equipment, or topographical features, involving negligible or no expansion of existing or former use. The Project includes minor improvements to a portion of an existing parking lot at the Hotel Property to accommodate parking for the Project, including the removal of a planter. Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 5 of 19 07-29-24 SECTION 3. REQUIRED FINDINGS. Conditional Use Permit In accordance with Section 20.52.020 (Conditional Use Permits and Minor Use Permits) of the NBMC, the following findings and facts in support of such findings are set forth: Finding: A. The use is consistent with the General Plan and any applicable specific plan; Facts in Support of Finding: 1. The General Plan land use category for the Property is Parks and Recreation (PR), which is intended for active public or private recreational use. Permitted uses include parks (both active and passive), golf courses, marine support facilities, aquatic facilities, tennis clubs and courts, private recreation, and similar facilities. The General Plan land use category for the Hotel Property is Visitor Serving Commercial (CV), which is intended to provide for accommodations, goods, and services intended to primarily serve visitors to the City of Newport Beach. The Project proposes to restripe six tennis courts into 22 pickleball courts within the footprint of the existing courts to establish a private pickleball club. This will provide an additional type of recreational use and service for both residents and visitors to the City that is consistent with the intended use for both land use categories. 2. Pursuant to the Recreation Element of the General Plan, the Property is within Service Area 9 (Newport Center) which is identified as one of the two service areas in the City that has no identified park and recreation needs. Although there is considered to be a park surplus in this area, the Project will provide a recreational use that is not currently common in the City. 3. The Project is consistent with the following General Plan Land Use policies applicable to the Project: a. Land Use Policy LU 2.4 (Economic Development). Accommodate use that maintain or enhance Newport Beach’s fiscal health and account for market demands, while maintain and improving the quality of life for current and future residents. b. Land Use Policy LU 2.6 (Visitor Serving Uses). Provide uses that serve visitors to Newport Beach’s ocean, harbor, open spaces, and other recreational assets, while integrating them to protect neighborhoods and residents. c. Land Use Policy R 4.2 (Compatible Recreation Activities). Provide a variety of compatible recreational activities within a given location. Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 6 of 19 07-29-24 The Project provides a new recreational activity for current and future residents as well as visitors to the City. The pickleball courts are within the vicinity of compatible recreational activities such as The Palisades Tennis Club as well as the Hyatt Regency that offers golf as a recreational activity. Finding: B. The use is allowed within the applicable zoning district and complies with all other applicable provisions of this Zoning Code and the Municipal Code; Facts in Support of Finding: 1. The Property is within the Parks and Recreation (PR) Zoning District, which is intended to provide for areas appropriate for land used or proposed for active public or private recreational use. Allowed uses include aquatic facilities, golf courses, marina support facilities, parks (both active and passive), private recreational facilities, tennis clubs and courts, and similar recreational facilities. The Hotel Property is within the Commercial Visitor-Serving (CV) Zoning District, which is intended to provide for areas appropriate for accommodations, goods, and services intended to serve primarily visitors to the City. The Project will provide new private pickleball courts in place of existing tennis courts for both residents and visitors to the City and is consistent with the intent of the PR and CV Zoning Districts. 2. The private pickleball courts are considered a Commercial Recreation and Entertainment land use that provides participant or spectator recreation or entertainment, either indoors or outdoors, for a fee or admission charge. This use is allowed in both the PR and CV Zoning Districts pursuant to approval of a conditional use permit. 3. The Palisades Tennis Club will continue to be regulated by UP1697, whereas the Project will be regulated by a new use permit (filed as PA2024-0091). The Palisades Tennis Club will be required to maintain adequate parking to support their use (in compliance with UP1697) or apply for a new conditional use permit to authorize changes to their parking requirements. Pursuant to Use Permit No. UP1697, the required parking for tennis courts is three parking spaces per tennis court and the required parking for the clubhouse is one parking space per 250 square-feet of gross floor area. The Palisades Tennis Club has nine regular tennis courts that require 27 parking spaces, and the clubhouse is approximately 8,152 square-feet and requires 33 parking spaces for a total of 60 required parking spaces. 4. Palisades Tennis Club does not include any parking. The Applicant is not required to provide parking for the off-site use at the Palisades Tennis Club, however, since the Applicant has voluntarily provided 60 parking spaces for the use, they are required to demonstrate that sufficient parking is available for all uses. Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 7 of 19 07-29-24 5. The Project consists of 22 pickleball courts and parking is determined by use permit. The Project will provide the same required parking of three parking spaces per pickleball court. Therefore, 66 parking spaces are required for the Project. 6. The Property at includes 72 parking spaces and the property at the Hotel Property includes 642 parking spaces. Parking for the Project and the Palisades Tennis Club will be provided within both of these parking lots. 7. Of the 66 required parking spaces for the Project, 12 parking spaces will be provided at the Property and 54 parking spaces will be provided at the Hotel Property. 8. The Applicant has allocated parking to The Palisades Tennis Club. In the event the Palisades Tennis Club is no longer authorized by the Applicant and/or Owner to use the off-site parking at the Property or the Hotel Property, the Owner and/or operator of the Property is required to notify the City. It would be the responsibility of The Palisades Tennis Club to provide substitute parking or obtain a parking reduction pursuant to Section 21.40.110 (Adjustments to Off-Street Parking Requirements) of the NBMC. 9. Although the parking lot at the Hotel Property is located on a separate parcel from the pickleball courts on the Property, the definition of a “site” pursuant to the NBMC is a lot or adjoining lots under single ownership or single control, considered as a unit for the purposes of development or other use. Since the Hotel Property and the Property are adjoining and owned by the same entity, they are considered one site. Therefore, the Project does not include any off-site parking for the Project and no off-site parking agreement is required. If the Hotel Property is ever sold to a separate entity, the Applicant will be required to enter into an off-site parking agreement or find another method of providing parking to maintain compliance with this use permit. Finding: C. The design, location, size, and operating characteristics of the use are compatible with the allowed uses in the vicinity; Facts in Support of Finding: Table 1 – Required Parking Use Required Parking Provided Parking Parking Location TTC Newporter (Project) 66 66 12 spaces on 1111 Jamboree Road (Property) 54 spaces on 1107 Jamboree Road The Palisades Tennis Club 60 60 60 spaces on 1111 Jamboree Road Hyatt Regency 602 642 642 spaces on 1107 Jamboree Road Total 728 769 Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 8 of 19 07-29-24 1. The Property is currently developed with six tennis courts and the Project proposes to convert the tennis courts to 22 pickleball courts. The Property is surrounded by The Palisades Tennis Club, the Hyatt Regency Hotel, as well as properties categorized as Open Space (OS) by the General Plan Land Use Element. Across Jamboree Road is a residential neighborhood. 2. Due to the increase in the number of courts on-site and the nature of pickleball equipment, the Project will produce an increase in noise levels. A Noise Impact Analysis prepared by LSA Associates, Inc dated June 3, 2024, analyzed the existing noise levels and the noise impacts produced by the Project. The noise impacts include noise from increase in traffic to the Property and noise impacts from full occupancy of all 22 pickleball courts. The report concluded that the increase in noise levels would not be perceptible to the human ear and, therefore, the noise impacts related to the Project would be less than significant. 3. The Project will operate between the hours of 8:00 a.m. and 8:30 p.m., daily which is compatible with the surrounding recreational uses. The golf course located at the Hyatt Regency Hotel operates between 8:00 a.m. and 5:30 p.m., daily and The Palisades Tennis Club operates between 6:45 a.m. and 10:00 p.m. daily. Finding: D. The site is physically suitable in terms of design, location, shape, size, operating characteristics, and the provision of public and emergency vehicle (e.g., fire and medical) access and public services and utilities; and Facts in Support of Finding: 1. The Property is approximately 1.79 acres and is currently developed with private tennis courts. The Project would restripe the tennis courts into pickleball courts within the existing footprint. 2. The Project includes restriping of the parking lot at the Hotel Property to accommodate the increase in required parking for the Project. This includes minor improvements to increase the drive aisle width of a section of the parking lot that was previously used for valet parking and will now be used as self-parking spaces for the Project. 3. The Project has been reviewed by the City’s Fire Prevention Division (Fire Department), Public Works, and Building Department. The Property is required to provide adequate public and emergency vehicle access, public services, and utilities. Finding: E. Operation of the use at the location proposed would not be detrimental to the harmonious and orderly growth of the City, nor endanger, jeopardize, or otherwise constitute a hazard to the public convenience, health, interest, safety, or general welfare of person residing or working in the neighborhood of the proposed use. Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 9 of 19 07-29-24 Facts in Support of Finding: 1. The Project will expand recreational opportunities to residents and visitors of the City. The Project will replace the existing tennis courts with pickleball courts within the same footprint. Since the Project will increase the number of courts and, consequently, increase the number of participants, a Noise Impact Analysis was prepared to analyze the impacts and Fact 2 in support of Finding C is hereby incorporated by reference. 2. The Project has been reviewed and includes conditions of approval to ensure that potential conflicts with the surrounding land uses are minimized to the greatest extent possible. The surrounding land uses immediately adjacent to the Property are The Palisades Tennis Club and Hyatt Regency Hotel where commercial recreational activity is common. The nearest residential neighborhood is approximately 140 feet away across Jamboree Road which is a heavily used arterial road. Noise from the Project is not anticipated to significantly increase the existing ambient noise levels. 3. An Air Quality Technical Memorandum prepared by LSA dated May 31, 2024, analyzed air pollutant emissions that typically occur over a short-term period from construction activities and over a long-term period from project-related vehicular trips. and concluded that the Project would not result in the generation of criteria air pollutants that would exceed the SCAQMD thresholds of significance, nor would it result in objectionable odors affecting a substantial number of people. Coastal Development Permit In accordance with Section 21.52.015 (Coastal Development Permit) of the NBMC, the following findings and facts in support of such findings are set forth: Finding: F. Conforms to all applicable sections of the certified Local Coastal Program; and Facts in Support of Finding: 1. The CLUP designates the Property as Parks and Recreation (PR) that is intended for active public or private recreational use. Permitted uses include parks (both active and passive), golf courses, marine support facilities, aquatic facilities, tennis club and courts, private recreation, and similar facilities. The CLUP designates the Hotel Property as Visitor Serving Commercial (0.0 – 1.50 FAR) (CV) that is intended to provide for accommodations, goods, and services intended to primarily serve visitors to the City of Newport Beach. The Project is consistent with the PR and CV CLUP designation by providing private recreation pickleball courts that will serve residents and visitors to the City. Further, the Hotel Property will only be used for parking for the Project. 2. The Property has no native vegetation and/or habitat. The property is separated from the nearest environmental study area by a portion of the Hyatt Regency Hotel property Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 10 of 19 07-29-24 and the Palisades Tennis club. The Project does not include the removal or installation of any landscaping (other than a small planter in the parking lot) and no impacts to biological resources would occur. 3. The Project requires 66 parking spaces and adequate parking will be provided on-site between the Property and the Hotel Property. No coastal resources such as the on-street parking on Back Bay Drive will be impacted as part of this Project. 4. The closest public viewpoints are approximately 1,600 feet north along the Back Bay Trail and approximately 1,500 feet southwest at the Back Bay View Park. Due to distance and intervening structures, the Project is not within the viewsheds of these public viewpoints and would not impact these public views. Additionally, the Project does not involve construction of structures that would increase the height, bulk, or massing of the existing development and, therefore, will not impact coastal views. 5. The Property fronts Jamboree Road where portions of the road are designated as a coastal view road. Additionally, Back Bay Drive is a coastal view road located approximately 900 feet behind the Property. The Project is located entirely on private property and does not include construction of structures that would inhibit coastal views of the Back Bay or Coast from these coastal view roads. Therefore, the Project does not have the potential to degrade the visual quality of the coastal zone or result in significant adverse impacts to public views. Finding: G. Conforms with the public access and public recreation policies of Chapter 3 of the Coastal Act if the project is located between the nearest public road and the sea or shoreline of any body of water located within the coastal zone. Facts in Support of Finding: 1. The Property is not located between the nearest public road and the sea or shoreline. Section 21.30A.040 (Determination of Public Access/Recreation Impacts) of the NBMC requires that the provision of public access bears a reasonable relationship between the requirement and the Project’s impact and be proportional to the impact. In this case, the Project will convert six tennis courts to 22 pickleball courts within the existing footprint. As such, the Project does not involve a change in land use, density, or intensity that will result in increased demand for public access and recreation opportunities but rather provide an additional recreational opportunity to the public and visitors to the City. Furthermore, the Project is designed and sited so as not to block or impede existing public access opportunities. 2. Vertical and lateral access to the Back Bay is available along Back Bay Drive approximately 900 feet away from the Property which is accessed from Jamboree Road adjacent to the Property. The Project does not include any features that would obstruct access along this route. Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 11 of 19 07-29-24 Traffic Study In accordance with Section 15.40.030(A) (Traffic Phasing Ordinance) of the NBMC, the following findings and facts in support of such findings are set forth: Finding: H. That a traffic study for the project has been prepared in compliance with the NBMC Chapter 15.40 and Appendix A; Facts in Support of Finding: 1. A traffic study, titled “Traffic Impact Analysis – TTC Newporter Pickleball Project” dated December 2024, which is attached hereto as Exhibit “B”, was prepared by LSA under the supervision of the City Traffic Engineer for the Project in compliance with Chapter 15.40 (Traffic Phasing Ordinance) and Appendix A of the NBMC. Finding: I. That, based on the weight of the evidence in the administrative record, including the traffic study, one of the findings for approval in subsection 15.40.030(B) can be made: 1. Construction of the project will be completed within 60 months of the project approval in accordance with Section 15.40.030(B)(1) of the NBMC. 2. Additionally, the project will neither cause nor make worse an unsatisfactory level of traffic service at any impacted intersection in accordance with Section 15.40.030(B)(1)(a) of the NBMC. Facts in Support of Finding: 1. Opening year of the Project is anticipated to be in 2025. If the Project is not completed within 60 months of this approval, a new traffic study will be required. 2. The Traffic Impact Analysis included seven study intersections that were analyzed for potential impacts based on the City’s Intersection Capacity Utilization (“ICU”) methodology, which is expressed in terms of level of service (“LOS”). Utilizing these methodologies, the Traffic Impact Analysis determined that the seven intersections identified will continue to operate with a satisfactory LOS as defined by the Traffic Phasing Ordinance. The Project would not create a LOS impact. Based on the site plan layout, adequate access and on-site circulation would be provided. Finding: J. That the project proponent has agreed to make or fund the improvements, or make the contributions, that are necessary to make the findings for approval and to comply with all conditions of approval. Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 12 of 19 07-29-24 Fact in Support of Finding: 1. No improvements or mitigation are necessary because implementation of the Project will neither cause nor make worse an unsatisfactory level of traffic service at any impacted primary intersection within the City of Newport Beach. SECTION 4. DECISION. NOW, THEREFORE, BE IT RESOLVED: 1. The Planning Commission of the City of Newport Beach hereby finds this Project is categorically exempt from the California Environmental Quality Act pursuant to Section 15332 under Class 32 (In-Fill Development Projects) of the CEQA Guidelines, California Code of Regulations, Title 14, Division 6, Chapter 3 because it has no potential to have a significant effect on the environment. 2. The Planning Commission of the City of Newport Beach hereby approves the Conditional Use Permit, Coastal Development Permit, and Traffic Study (PA2024-0091) superseding Staff Approval PA2023-0138, subject to the conditions set forth in Exhibit “A” and the Traffic Impact Analysis included as Exhibit “B,” which are attached hereto and incorporated by reference. 3. This action shall become final and effective 14 days following the date this Resolution was adopted unless within such time an appeal is filed with the City Clerk in accordance with the provisions of Title 20 (Planning and Zoning) and Title 21 (Local Coastal Program Implementation Plan), of the NBMC. Final action taken by the City may be appealed to the Coastal Commission in compliance with Section 21.64.035 (Appeal to the Coastal Commission) of the City’s certified Local Coastal Program and Title 14 California Code of Regulations, Sections 13111 through 13120, and Section 30603 of the Coastal Act. PASSED, APPROVED, AND ADOPTED THIS 9TH DAY OF JANUARY, 2025. AYES: Barto, Ellmore, Harris, Langford, Lowrey, Rosene, and Salene NOES: None ABSTAIN: None ABSENT: None Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 13 of 19 07-29-24 BY:_________________________ Mark Rosene, Chair BY:_________________________ David Salene, Secretary Attachments: Exhibit A – Conditions of Approval Exhibit B – Traffic Impact Analysis Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 14 of 19 07-29-24 EXHIBIT “A” CONDITIONS OF APPROVAL (Project-specific conditions are in italics) Planning Division 1. The development shall be in substantial conformance with the approved site plan stamped and dated with the date of this approval (except as modified by applicable conditions of approval). 2. The Project is subject to all applicable City ordinances, policies, and standards unless specifically waived or modified by the conditions of approval. 3. The Applicant shall comply with all federal, state, and local laws. A material violation of any of those laws in connection with the use may be caused the revocation of this Conditional Use Permit and Coastal Development Permit. 4. This Conditional Use Permit and Coastal Development Permit (PA2024-0091) shall expire unless exercised within 24 months from the date of approval as specified in Section 20.54.060 and 21.54.060 (Time Limits and Extension) of the NBMC unless an extension is otherwise granted. 5. A minimum of 66 parking spaces shall be available for the Project between the Property and the adjacent hotel property per the approved parking layout plan. 6. Members of the pickleball club on the Property shall have access to restroom facilities at the Hyatt Regency Hotel. 7. Any special events for the pickleball club shall be coordinated with the Hyatt Regency Hotel to avoid potential issues with parking. 8. A Special Events Permit is required for any event or promotional activity outside the normal operating characteristics of the approved use, as conditioned, or that would attract large crowds, involve the sale of alcoholic beverages, include any form of on-site media broadcast, or any other activities as specified in the Newport Beach Municipal Code to require such permits. 9. Should the subject Owner and/or operator of the Property no longer authorize off-site parking on the Property, either at 1111 Jamboree Road or 1107 Jamboree Road, for the benefit of the use at 1171 Jamboree Road (The Palisades Tennis Club), the Owner shall notify the Community Development Director. It shall be the responsibility of owner or operator of 1171 Jamboree Road to provide substitute parking or obtain a parking reduction pursuant to Section 21.40.110 (Adjustments to Off-Street Parking Requirements) of the NBMC. Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 15 of 19 07-29-24 10. Should the properties at 1107 and 1111 Jamboree Road be sold to separate entities, the parking area at 1107 Jamboree Road would be considered “off-site” and the future Owner and/or operator of the properties at 1107 and 1111 Jamboree Road would be required to enter into a parking agreement or covenant, in a form approved by the City Attorney and the Director that guarantees the availability of the required off-site parking at an approved off-site location shall be recorded with the County Recorder’s Office against the subject property. The agreement or covenant shall require the Owner or operator of the Project to immediately notify the Director of any change of ownership or use of the property where the required off-site parking is located, or changes in the use or availability of the required off-site parking, or of any termination or default of the agreement between the parties. Upon notification that the private lease agreement for the required off-site parking has terminated or the required off-site parking is otherwise unavailable for the use authorized by this Conditional Use Permit (PA2024-0091), the Director shall establish a reasonable period of time in which one of the following shall occur. 1) Substitute parking acceptable to the Director, or 2) the size or intensity of use authorized by this Conditional Use Permit is reduced in proportion to the parking spaces lost, or 3) the owner or operator of the project must obtain a parking reduction pursuant to NBMC Section 20.40.110 and Section 21.40.110 (Adjustments to Off-Street Parking Requirements) rendering the required off- site parking unnecessary. 11. Prior to the operation of the pickleball courts, the improvements to the parking lot at 1107 Jamboree shall be completed in compliance with the approved plans. 12. The hours of operation shall be between 8:00 a.m. and 8:30 p.m., daily. 13. Prior to the issuance of building permits and operation of the pickleball courts, a Traffic Fair Share fee for the increase in courts shall be paid in compliance with Section 15.38 (Fair Share Traffic Contribution Ordinance) of the NBMC. The traffic fair share fee amount shall be calculated in accordance with the fee schedule in effect at the time of payment unless a fee adjustment is approved by the City Manager in accordance with Section 15.38.085 (Fee Adjustments) of the NBMC. 14. This Conditional Use Permit and Coastal Development Permit (PA2024-0091) may be modified or revoked by the Planning Commission should they determine that the proposed uses or conditions under which it is being operated or maintained are detrimental to the public health, welfare, or materially injurious to property or improvements in the vicinity or if the Property is operated or maintained to constitute a public nuisance. 15. Any change in operational characteristics, expansion in area, or other modification to the approved plans, may require an amendment to this Conditional Use Permit and Coastal Development Permit or the processing of a new permit. 16. A copy of the Resolution, including conditions of approval Exhibit “A” shall be incorporated into the Building Division and field sets of plans before issuance of the building permits. Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 16 of 19 07-29-24 17. All landscape materials and irrigation systems shall be maintained by the approved landscape plan. All landscaped areas shall be maintained in a healthy and growing condition and shall receive regular pruning, fertilizing, mowing, and trimming. All landscaped areas shall be kept free of weeds and debris. All irrigation systems shall be kept operable, including adjustments, replacements, repairs, and cleaning as part of regular maintenance. 18. The site shall not be excessively illuminated based on the luminance recommendations of the Illuminating Engineering Society of North America, or, in the opinion of the Director of Community Development, the illumination creates an unacceptable negative impact on surrounding land uses or environmental resources. The Director may order the dimming of light sources or other remediation upon finding that the site is excessively illuminated. 19. All noise generated by the proposed use shall comply with the provisions of Chapter 10.26 (Community Noise Control), under Sections 10.26.025 (Exterior Noise Standards) and 10.26.030 (Interior Noise Standards), and other applicable noise control requirements of the Newport Beach Municipal Code (NBMC). 20. Should the Property be sold or otherwise come under different ownership, any future owners or assignees shall be notified of the conditions of this approval by either the current business owner, property owner or leasing agent. 21. Construction activities shall comply with Section 10.28.040 of the Newport Beach Municipal Code, which restricts hours of noise-generating construction activities that produce noise to between the hours of 7:00 a.m. and 6:30 p.m., Monday through Friday, and 8:00 a.m. and 6:00 p.m. on Saturday. Noise-generating construction activities are not allowed on Sundays, or Holidays. 22. All trash shall be stored within the building or within dumpsters stored in the trash enclosure (three walls and a self-latching gate) or otherwise screened from view of neighboring properties, except when placed for pick-up by refuse collection agencies. The trash enclosure shall have a decorative solid roof for aesthetic and screening purposes. 23. The exterior of the business shall be always maintained free of litter and graffiti. The owner or operator shall provide for daily removal of trash, litter debris, and graffiti from the premises and on all abutting sidewalks within 20 feet of the premises. 24. The applicant shall ensure that the trash dumpsters and/or receptacles are maintained to control odors. This may include the provision of either fully self-contained dumpsters or periodic steam cleaning of the dumpsters if deemed necessary by the Planning Division. Cleaning and maintenance of trash dumpsters shall be done in compliance with the provisions of Title 14, including all future amendments (including Water Quality related requirements). Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 17 of 19 07-29-24 25. Deliveries and refuse collection for the facility shall be prohibited between the hours of 10:00 p.m. and 7:00 a.m. on weekdays and Saturdays and between the hours of 10:00 p.m. and 9:00 a.m. on Sundays and Federal holidays unless otherwise approved by the Director of Community Development and may require an amendment to this Use Permit. 26. Storage outside of the building in the front or at the rear of the property shall be prohibited, except for the required trash container enclosure. 27. This approval shall expire and become void unless exercised within 24 months from the actual date of review authority approval, except where an extension of time is approved in compliance with the provisions of Title 20 (Planning and Zoning) and Title 21 (Local Coastal Program Implementation Plan) of the NBMC. 28. To the fullest extent permitted by law, the applicant shall indemnify, defend and hold harmless the City, its City Council, its boards and commissions, officials, officers, employees, and agents from and against any claims, demands, obligations, damages, actions, causes of action, suits, losses, judgments, fines, penalties, liabilities, costs, and expenses (including without limitation, attorney’s fees, disbursements, and court costs) of every kind and nature whatsoever which may arise from or in any manner relate (directly or indirectly) to the City’s approval of TTC Newporter including, but not limited to, Conditional Use Permit, Coastal Development Permit, and Traffic Study (PA2024-0091). This indemnification shall include, but not be limited to, damages awarded against the City, if any, costs of suit, attorney’s fees, and other expenses incurred in connection with such claim, action, causes of action, suit, or proceeding whether incurred by the applicant, City, and/or the parties initiating or bringing such proceeding. The applicant shall indemnify the City for all the City's costs, attorneys' fees, and damages that which City incurs in enforcing the indemnification provisions outlined in this condition. The applicant shall pay to the City upon demand any amount owed to the City under the indemnification requirements prescribed in this condition. Building Division 29. The applicant is required to obtain all applicable permits from the City’s Building Division and Fire Department. The construction plans must comply with the most recent, City-adopted version of the California Building Code (“CBC”). The construction plans must meet all applicable State Disabilities Access requirements. Approval from the Orange County Health Department is required before the issuance of a building permit. 30. An accessible path of travel from the parking lot and public right-of-way shall be provided pursuant to Section 11B-202.4 of the CBC. 31. Circulation paths contiguous to vehicular traffic shall be physically separated from vehicular traffic pursuant to Section 11B-250.1 of the CBC. 32. All accessible parking shall be provided pursuant to Table 11B-208.2 of the CBC. Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 18 of 19 07-29-24 33. Parking spaces and access aisles shall be designed so that persons using them are not required to travel behind parking spaces other than to pass behind the parking space in which they parked pursuant to Section 11B-502.7.1 of the CBC. Public Works Department 34. If the Project is not completed within 60 months of this approval, a new traffic study shall be prepared and submitted. 35. The existing gate arm, curb, and planter area shall be removed and the drive aisle widened to a minimum of 26-feet at the self-parked Project exclusive parking area located on 1107 Jamboree Road. 36. The self-parked Project exclusive parking area shall provide a dedicated turn-around area with a 5-foot minimum drive aisle extension at the dead-end drive aisle. 37. The self-parked Project exclusive parking area layout shall comply with City Standard 805 for parking stall width, length, and drive aisle dimensions. Fire Department 38. All fire lanes and Fire Department access shall be unobstructed and comply with Guidelines and Standards C.01 and C.02 of the Newport Beach Fire Prevention Division. Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA Planning Commission Resolution No. PC2025-002 Page 19 of 19 07-29-24 EXHIBIT “B” TRAFFIC IMPACT ANALYSIS Docusign Envelope ID: ACE6A240-8C1D-410E-B547-A3960D263EFA TRAFFIC IMPACT ANALYSIS TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA This Traffic Impact Analysis has been prepared under the supervision of Ambarish Mukherjee, P.E. LSA December 2024 December 2024 TRA FFI C IM PAC T ANA LYSI S TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA Submitted to: Champion Management Group, Inc. 1111 Jamboree Road Newport Beach, California 92660 Prepared by: LSA 3210 El Camino Real, Suite 100 Irvine, California 92602 (949) 553-0666 Project No. 20242039 LSA i TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx (12/18/24) TABLE OF CONTENTS TABLE OF CONTENTS ............................................................................................................................... i FIGURES AND TABLES ............................................................................................................................. ii LIST OF ABBREVIATIONS AND ACRONYMS ............................................................................................ iii INTRODUCTION .......................................................................................................... 1 ANALYSIS METHODOLOGY .......................................................................................... 1 Study Area ..................................................................................................................................... 4 Intersection Level of Service Methodology ................................................................................... 4 Threshold of Significance .............................................................................................................. 4 PROPOSED PROJECT ................................................................................................... 5 Project Description ........................................................................................................................ 5 Project Trip Generation, Distribution, and Assignment ................................................................ 5 EXISTING CONDITIONS ................................................................................................ 5 Existing Baseline Intersection Level of Service .............................................................................. 5 Active Transportation .................................................................................................................. 10 FUTURE YEAR 2026 CONDITIONS .............................................................................. 10 Future Year 2026 Baseline Intersection Level of Service ............................................................ 10 Future Year 2026 Plus Project Intersection Level of Service ....................................................... 17 CONGESTION MANAGEMENT PROGRAM CONSISTENCY REQUIREMENTS .................. 17 CONCLUSIONS .......................................................................................................... 17 REFERENCES ............................................................................................................. 20 APPENDICES A: EXISTING TRAFFIC VOLUMES B: ICU WORKSHEETS C: OCTA BUS ROUTES 1 AND 55 MAPS D: CITY’S REGIONAL TRAFFIC ANNUAL GROWTH RATE TABLE E: APPROVED PROJECTS TRIP ASSIGNMENT F. COUNTS UNLIMITED PICKLEBALL TRIP GENERATION SURVEYS LSA ii TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx (12/18/24) FIGURES AND TABLES FIGURES Figure 1: Project Location and Study Area Intersections ....................................................................... 2 Figure 2: Conceptual Site Plan ................................................................................................................ 3 Figure 3: Project Trip Distribution and Assignment ............................................................................... 7 Figure 4: Net Project Trip Assignment .................................................................................................... 8 Figure 5: Existing Intersection Geometrics ............................................................................................. 9 Figure 6: Existing Peak-Hour Volumes .................................................................................................. 11 Figure 7: Approved Project Locations .................................................................................................. 14 Figure 8: Future Year 2026 Peak-Hour Volumes .................................................................................. 15 Figure 9: Future Year 2026 Plus Project Peak-Hour Volumes .............................................................. 18 TABLES Table A: Project Trip Generation ............................................................................................................ 6 Table B: Existing Intersection Level of Service Summary ..................................................................... 12 Table C: City of Newport Beach 1 percent Volume Analysis Summary ................................................ 16 Table D: Future Year 2026 Intersection Level of Service Summary ..................................................... 19 LSA iii TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx (12/18/24) LIST OF ABBREVIATIONS AND ACRONYMS Caltrans California Department of Transportation CAMUTCD California Manual on Uniform Traffic Control Devices City City of Newport Beach CMP Congestion Management Program County County of Orange ft foot/feet ICU intersection capacity utilization ITE Institute of Transportation Engineers LOS level of service MOB medical office building mph miles per hour OCTA Orange County Transportation Authority project TTC Newporter Pickleball Project sf square foot/feet SR-73 State Route 73 SR-261 State Route 261 TIA Traffic Impact Analysis TPO Traffic Phasing Ordinance v/c volume-to-capacity vph vehicles per hour LSA 1 TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx (12/18/24) TRAFFIC IMPACT ANALYSIS TTC NEWPORTER PICKLEBALL PROJECT INTRODUCTION The purpose of this Traffic Impact Analysis (TIA) is to identify the potential traffic and circulation effects associated with the proposed TTC Newporter Pickleball Project (project) located at 1111 Jamboree Road in Newport Beach, California. The project site is located at the northwest corner of the intersection of Jamboree Road/Hyatt Regency–Island Lagoon Drive. The proposed project includes the conversion of six existing tennis courts to 22 pickleball courts, and associated parking. Access to the site is provided via the existing signalized Hyatt Regency access along Jamboree Road. A project location map (with the study area intersections) is presented on Figure 1. Figure 2 illustrates the conceptual project site plan. The proposed project would be completed in 2025. This TIA addresses three general issues associated with the development of the proposed project: 1. Increases in traffic volumes at nearby primary study area intersections 2. Adequacy of the project access locations and on-site circulation 3. Understanding the potential project impact to the surrounding community This report presents a traffic analysis of near-term traffic conditions consistent with the City of Newport Beach (City) Traffic Phasing Ordinance (TPO) (City of Newport Beach 2007). The traffic analysis for the proposed project will examine three scenarios: 1. Existing 2. Future Year 2026 Plus Ambient Growth Plus Approved Projects (1 year after project opening) 3. Future Year 2026 Plus Ambient Growth Plus Approved Projects Plus Project The following analysis periods have been evaluated: 1. Weekday a.m. peak hour (between 7:00 a.m. and 9:00 a.m.) 2. Weekday p.m. peak hour (between 4:00 p.m. and 6:30 p.m.) ANALYSIS METHODOLOGY This TIA was prepared consistent with the requirements of the City’s TPO (City of Newport Beach 2007) and the Orange County Transportation Authority (OCTA) Congestion Management Program (CMP) (OCTA 2023). LSA FIGURE 1 TTC Newporter Pickleball Project Loca�on and Study Area Intersec�ons 0 8000 1600600 FEET Jamboree Road SOURCE: Voyager (2023) P:\2024\20242039 - TTC Newporter Pickleball\g\Loca�on_Study_Area_Ints.ai (12/12/2024) LEGEND Project Site Study Area Intersec�on1 3 Jam b o r e e R o a d Jamb o r e e R o a d Coas t H i g h w a y Coa s t H i g h w a y Islan d L a g o o n D r i v e Island L a g o o n D r i v e Hyatt R e g e n c y Hyatt R e g e n c y Sa n t a B a r b a r a D r i v e Sa n t a B a r b a r a D r i v e Ford R o a d Ford R o a d E a s t b l u f f D r i v e E a s t b l u f f D r i v e B a y s i d e D r i v e B a y s i d e D r i v e 2 1 4 6 7 5 Sa n J o a q u i n H i l l s R o a d Sa n J o a q u i n H i l l s R o a d ͗ͰhƐĞƌƐͰ>ĞŽŶͰĞƐŬƚŽƉͰWƌŽũĞĐƚƐ>ͰWƌŽũĞĐƚƐ>ͰWƌŽũĞĐƚƐ>͘ĂƉƌdž;ϭϭͬϮϬͬϮϬϮϰͿ &/'hZη WƌŽũĞĐƚƐ> WƌŽũĞĐƚ>ŽĐĂƟŽŶ 25$1*(&2817< xx xx xx WƌŽũĞĐƚsŝĐŝŶŝƚLJ ^KhZ͗h^'^ϳ͘ϱΖYƵĂĚͲ΀ŶƚĞƌƋƵĂĚŶĂŵĞ΁;΀ŶƚĞƌƋƵĂĚLJĞĂƌ΁Ϳ͕ Ϭ ϴϵϬ ϭϳϴϬ &d New p o r t C e n t e r D r i v e New p o r t C e n t e r D r i v e LSA $ c:::::J • • \ \ • • I f l I • I 40 FEET 80 ------=-=-=-=-:-----� JAMBOREE ROAD FIRE TRUCK ACCESS SOURCE: WRC Newport LLC, Champion Management Group, Inc., October 2024 P:\2024\20242039 -TTC Newporter Pickleball\g\Site_Plan.ai (11/15/2024) l�Sso,��'.-lo-/;-..) �""'D. ( ,,--. I (/ ) -r / / ti: 1 %1\_,-:st I / If I /,1/ I' (])1//11! / 11 \' :1 ,)\ 'l' '''**I \, ' I , /I l 0 �f,:1 I• --/ ~: 1.,i 101� /;,..-<, 0 ----lh.i I i_ , ' , I I 1-\ ' \. \ I "'t / ' I" ,,> ____ ) * I ij� 0 > ( *I"" � �; _,,,<50 )) 0 I I I ' *,:/ (", / {)._/-., I ,� I // ,/=:�/ 0/ : I '� \ ·'-' * ) ,, ,_ _/ r{ I· I ,_,,---,_,/ I I 't c o°'-11· ,,------\ 0 ' ' �17' I , ___ /0 I I /('j_:;;; II(../ (,,, ,, -, ""'­----i,--� 8 9 1· ,!t s • ' YO I I_ I REQUIRED PROVIDED USE TYPE PARKING PARKING PALISADES (TENNIS) 60 60 HOTEL (HYATT) 602 653 TTC NEWPORTER 66 66 (PICKLEBALL) TOTAL 728 779 ------.. FIGURE 2 TTC Newporter Pickleba/1 Conceptual Site Plan P.O.B PARCELSl ., , LSA 0 , i ~ . · l I I; < ,, ) \_ ""' / , I I I ,; , '~--= 4 TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx (12/18/24) Study Area The following seven intersections were included in the study area, as shown on Figure 1: 1. Jamboree Road/Eastbluff Drive–Ford Road 2. Jamboree Road/San Joaquin Hills Road 3. Jamboree Road/Santa Barbara Drive 4. Jamboree Road/Hyatt Regency–Island Lagoon Drive 5. Bayside Drive/Coast Highway 6. Jamboree Road/Coast Highway 7. Newport Center Drive/Coast Highway Consistent with the TPO methodology, the study area intersections were evaluated to identify any locations where the proposed project has the potential to increase traffic on any leg of the intersection by 1 percent or more in the Future Year 2026 Plus Project condition. Intersections where the proposed project would not increase traffic on any leg by 1 percent or more 1 year after project completion would not require any further analysis. The 1 percent traffic volume analysis calculations are discussed in a later section of this report. Based on the 1 percent traffic volume analysis, the proposed project would result in a 1 percent or more increase in traffic volumes at one or more legs of six study area intersections in the Future Year 2026 Plus Project condition. Intersection Level of Service Methodology The intersection capacity utilization (ICU) methodology for signalized intersections compares the volume-to-capacity (v/c) ratios of conflicting turn movements at an intersection, sums up these critical conflicting v/c ratios for each intersection approach, and determines the overall ICU. The ICU calculations assume a lane capacity of 1,600 vehicles per hour (vph) and no clearance interval (or loss time). The resulting ICU is expressed in terms of level of service (LOS), where LOS A represents free-flow activity and LOS F represents overcapacity operation. Traffix (Version 8.0) computer software was used to determine the LOS based on the traffic volume and intersection geometry. The relationship between LOS and the ICU value (i.e., the v/c ratio) is as follows: Level of Service Signalized Intersections Volume-to-Capacity (ICU Methodology) A ≤0.60 B >0.60 and ≤0.70 C >0.70 and ≤0.80 D >0.80 and ≤0.90 E >0.90 and ≤1.00 F >1.00 Threshold of Significance The City considers LOS D as the lowest limit of satisfactory operations. A project LOS impact would occur if the addition of the project-generated traffic causes an acceptable LOS at a study area intersection to deteriorate to an unsatisfactory LOS. If an intersection operates at an unsatisfactory LSA 5 TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx (12/18/24) LOS in the baseline condition, a project LOS impact would occur if the proposed project-generated traffic increases the ICU by 0.01 or more. Improvement back to pre-project conditions is required for any intersection where project traffic causes the intersection to deteriorate from a satisfactory LOS to an unsatisfactory LOS. PROPOSED PROJECT Project Description The proposed project includes the conversion of six existing tennis courts to 22 pickleball courts and associated parking. Access to the site is provided via the existing signalized Hyatt Regency access along Jamboree Road. The proposed project would be completed in 2025. Project Trip Generation, Distribution, and Assignment Daily and peak-hour trips for the proposed project and the existing use to be removed were generated based on trip rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition (ITE 2021), trip generation surveys conducted by Counts Unlimited of two similar existing pickleball facilities (provided in Appendix F), and comments from the City. Table A shows the project trip generation. The project trip generation was reviewed and approved by the City prior to preparation of this TIA. As shown in Table A, the proposed project is anticipated to generate 715 daily trips, including 104 trips in the a.m. peak hour (72 inbound and 32 outbound) and 57 trips in the p.m. peak hour (39 inbound and 18 outbound). The existing tennis courts to be removed generate 166 daily trips, including 8 trips in the a.m. peak hour (4 inbound and 4 outbound) and 22 trips in the p.m. peak hour (11 inbound and 11 outbound). The net new trips of the proposed project are 549 daily trips, including 96 trips in the a.m. peak hour (68 inbound and 28 outbound) and 35 trips in the p.m. peak hour (28 inbound and 7 outbound). The net project trips were distributed to the surrounding roadways based on the location of the proposed project in relation to local and regional transportation facilities. The project trip distribution was reviewed and approved by City staff. The trip distribution percentages were multiplied by the project trip generation to arrive at the project-generated trip assignment at each study area location. Figure 3 shows the project trip distribution and assignment. Figure 4 shows the net trip assignment. EXISTING CONDITIONS Existing Baseline Intersection Level of Service Figure 5 shows the existing intersection geometrics and traffic control devices at the seven initial study area intersections. Transportation Studies, Inc. collected peak-hour traffic volumes for five study area intersections in February 2023 and one study area intersection in March 2024. Counts Unlimited collected peak- hour traffic volumes for the remaining study area intersection (Jamboree Road/Hyatt Regency– Island Lagoon Drive) in October 2024. LSA In Out Total In Out Total Tustin Pickleball Courts 1 Court 44.26 4.13 2.93 7.06 1.00 0.97 1.97 The Tennis and Pickleball Club at Newport Beach 1 Court 20.74 2.44 0.01 2.45 2.57 0.67 3.24 Average 1 Court 32.50 3.29 1.47 4.76 1.79 0.82 2.61 Racquet/Tennis Club 1 Court 27.71 0.66 0.65 1.31 1.91 1.91 3.82 Pickleball 22 Court 715 72 32 104 39 18 57 Tennis 6 Court 166 4 4 8 11 11 22 549 68 28 96 28 7 35 Based on Similar Pickleball Court Facilities Table A: Project Trip Generation Land Use Size Unit Daily AM Peak Hour PM Peak Hour Trip Generation Rates Based on Similar Pickleball Court Facilities1 Based on ITE2,3 Project Trip Generation 2 Trip rates (p.m. peak-hour only) were obtained from the Institute of Transportation Engineers (ITE) Trip Generation Manual , (11th Edition) for Land Use Code 491 - Racquet/Tennis Club. 3 The 11th Edition ITE Trip Generation Manual does not provide specific a.m. peak-hour trip rates for Land Use Code 491 - Racquet/Tennis Club. Therefore, the a.m. peak-hour trip rate of 1.31 trips per court is based on the 9 th Edition ITE Trip Generation Manual. The a.m. and p.m. directional distribution remains 50/50 inbound/outbound based on the a.m. and p.m. peak hours of generator for Land Use Code 491 of the 11th Edition ITE Trip Generation Manual. 1 Pickleball court trip genertion rates are based on average survey data (November 1, 2, and 7, 2023) of two pickleball facilities (1 private and 1 public). The surveys focused on pickleball users only. Tustin Pickleball Courts is a private/public facility with 10 pickleball courts at 1302 Service Road, Tustin. The Tennis and Pickleball Club at Newport Beach is a private club with 31 pickleball courts and 16 tennis courts at 11 Clubhouse Drive, Newport Beach. Existing Trip Generation Based on ITE Net Trip Generation (Project ‐ Existing) P:\2024\20242039 - TTC Newporter Pickleball\XLS\Trip Generation.xlsx\Trip Gen (12/10/2024) LSA 10 / 5 22 / 12 1 5 18 / 10 22 / 12 2 6 18 / 10 8 / 5 3 7 11 / 6 21 / 12 4 FIGURE 3 XX / YY AM / PM Peak Hour Traffic Volumes N TTC Newporter Pickleball Project Trip Distribution and Assignment 25 / 1 4 11 / 6 25 / 1 4 11 / 6 11 / 6 Jamboree Road/Santa Barbara Drive 47 / 2 5 25 / 1 4 Jamboree Road/Eastbluff Drive–Ford Road Jamboree Road/San Joaquin Hills Road 25 / 1 4 Jamboree Road/Hyatt Regency–Island Lagoon Drive Bayside Drive/Coast Highway 10 / 5 3 / 2 8 / 5 Newport Center Drive/Coast Highway 7 / 4 Jamboree Road/Coast Highway P:\2024\20242039 - TTC Newporter Pickleball\XLS\Figures\Fig3-Dist-Asgn-Vol.xlsx\Figure (12/10/2024) LSA Project Site » V, 0., ~ 0., CD 0., a-~ 0., 0 ~- t ➔ It • ,_J • 4 t... _J t t ➔ ,_J 8 / 2 20 / 8 1 5 17 / 7 20 / 8 2 6 17 / 7 7 / 2 3 7 10 / 2 18 / 5 4 FIGURE 4 XX / YY AM / PM Peak Hour Traffic Volumes N TTC Newporter Pickleball Net Project Trip Assignment 24 / 1 0 10 / 2 24 / 1 0 10 / 2 10 / 2 Jamboree Road/Santa Barbara Drive 44 / 1 8 24 / 1 0 Jamboree Road/Eastbluff Drive–Ford Road Jamboree Road/San Joaquin Hills Road 24 / 1 0 Jamboree Road/Hyatt Regency–Island Lagoon Drive Bayside Drive/Coast Highway 8 / 2 3 / 1 7 / 2 Newport Center Drive/Coast Highway 7 / 3 Jamboree Road/Coast Highway P:\2024\20242039 - TTC Newporter Pickleball\XLS\Figures\Fig4-Net-Asgn-Vol.xlsx\Figure (12/10/2024) t ➔ • • ,_J • 4 t... ~ t _J t "✓• 0 O.;, 9<,-0 !I,?:,. V, ~~ "' Q:-0 ;'. ;r 1l Project <l,<l, "' O.;,O' & CD Site ? "' a- ~ -.,'b ~ I" "' c:, ::,. l,,Yq < "' 'tr,9ee; e/Jc;,; • •~lq t ➔ 0 ~ l}Q'(q ~-6'00 % IJo.,,. 0 've ~ "' • Coqst . .:,,.<l, ~ 1-ftef} <:> ii,qy ~ <!:" c.,<l, &' ,_J ~Q. _J <-i ~<l, 7, • LSA 1 5 2 6 3 7 4 FIGURE 5 Legend Signal De-Facto Right Turn N Yield Free Right Turn TTC Newporter Pickleball Existing Intersection Geometrics Jamboree Road/Hyatt Regency–Island Lagoon Drive accce ab e ab c e ab c e aaccd accceac e xvvvtt ab c e xvvvt xvvvtt ab c e Jamboree Road/Eastbluff Drive–Ford Road Jamboree Road/San Joaquin Hills Road be acccead wvvt Jamboree Road/Santa Barbara Drive xvt ac c c d ac c c e aaf Bayside Drive/Coast Highway xvvt aa a c c c d acd aa c c c c e Jamboree Road/Coast Highway xtt cc c e aa c c c Newport Center Drive/Coast Highway F D D F D F F North-South Split Phasing FF F Y Y Y East-WestSplit Phasing East-WestSplit Phasing East-WestSplit Phasing P:\2024\20242039 - TTC Newporter Pickleball\XLS\Figures\Fig5- Exist_Geo.xlsx\Figure (12/10/2024) LSA a Project Site • V, QI ~ QI CD QI a-~ QI c:, ~- _.l_ 10 TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx (12/18/24) The existing baseline peak-hour traffic volumes at the study area intersections are provided in Appendix A and illustrated on Figure 6. The results of the existing peak-hour LOS analysis for the study area intersections are summarized in Table B. As shown in this table, all study area intersections currently operate at a satisfactory LOS. The existing baseline ICU worksheets are provided in Appendix B. Active Transportation Transit Facilities Transit facilities are accessible to and from the project site. In the project vicinity, OCTA bus stops are currently provided at the southeast and southwest corners of Jamboree Road/Coast Highway and the northwest and southeast corners of Promontory Drive/Coast Highway. OCTA Route 1 provides transportation between Long Beach and San Clemente, and OCTA Route 55 provides transportation between Santa Ana and Newport Beach. The OCTA Routes 1 and 55 maps and bus stop locations are provided in Appendix C. Bicycle Circulation Class II bicycle lanes are provided in the vicinity of the project site on Jamboree Road, Coast Highway, Eastbluff Drive–Ford Road, San Joaquin Hills Road, Santa Barbara Drive, and Newport Center Drive. Bicycle travel is possible between the project site and residences and other uses in the vicinity of the project site. Pedestrian Circulation Sidewalks currently exist in the project vicinity on both sides of Jamboree Road. The pedestrian and bicycle facilities provide opportunities for the public to use alternative modes of transportation and connections to a variety of commercial, residential, and employment destinations. Land uses in close proximity to the project site include other commercial uses and residences, all of which are accessible by nonautomotive means. FUTURE YEAR 2026 CONDITIONS The City requires that the proposed project be analyzed 1 year after the project opening year. The proposed project is anticipated to open in 2025; therefore, an analysis year of 2026 was used in the future year analysis. Future Year 2026 Baseline Intersection Level of Service The Future Year 2026 condition was developed by applying a growth rate to the existing traffic volumes and adding trips from approved projects in the vicinity. A 1 percent-per-year growth rate was added to all traffic volumes on Jamboree Road and on Coast Highway, consistent with the City’s Regional Traffic Annual Growth Rate table (provided in Appendix D). LSA 15 / 28 9 / 30 394 / 153 1368 / 2719 169 / 195 58 / 91 187 / 61 34 / 36 250 / 159 2319 / 1799 423 / 292 417 / 399 1 5 31 / 33 86 / 159 21 / 45 696 / 1677 138 / 196 81 / 104 228 / 95 706 / 693 38 / 37 1599 / 1181 46 / 23 5 / 6 2 6 109 / 343 6 / 7 98 / 101 45 / 238 915 / 1584 50 / 14 357 / 247 4 / 5 1485 / 1151 6 / 12 3 7 5 / 9 9 / 7 35 / 27 23 / 37 4 FIGURE 6 XXXX / YYYY AM / PM Peak Hour Traffic Volumes N TTC Newporter Pickleball Existing Peak-Hour Volumes Newport Center Drive/Coast Highway 16 / 1 3 25 8 / 2 5 1 59 / 6 0 Jamboree Road/Coast Highway 10 5 / 5 7 9 32 / 1 1 9 31 / 4 4 3 / 9 20 / 2 5 31 6 / 4 4 9 11 / 1 7 32 / 3 9 Bayside Drive/Coast Highway 70 6 / 1 0 4 8 25 7 / 3 4 0 14 3 / 1 0 2 17 2 / 1 1 6 Jamboree Road/San Joaquin Hills Road 42 / 4 7 15 / 2 0 11 6 7 / 1 7 5 7 Jamboree Road/Hyatt Regency–Island Lagoon Drive 51 6 / 3 1 7 92 9 / 1 5 9 0 99 / 2 0 5 16 1 / 1 1 5 5 / 1 9 10 2 4 / 1 0 2 9 4 / 1 7 11 1 2 / 1 0 8 8 Jamboree Road/Santa Barbara Drive 37 / 2 7 75 3 / 4 3 9 20 / 2 9 96 5 / 1 2 8 4 Jamboree Road/Eastbluff Drive–Ford Road 28 / 7 8 10 3 0 / 1 2 8 7 40 9 / 1 9 2 52 / 4 8 14 5 8 / 1 3 0 8 10 1 / 7 3 13 2 0 / 1 2 1 8 79 / 1 6 4 P:\2024\20242039 - TTC Newporter Pickleball\XLS\Figures\Fig6- Existing Peak-Hour Volumes.xlsx\Figure (12/10/2024) ~ 'A ~ t.. t.. ~ <-<- 0 +.! ,I 4 .. +.! ,I 4 .. -:z _J 7 t r _J 7 t r (I) ➔ ➔ • 7, 7, /; Ord R. o,3d t.. t.. <-<-• +.! ,I 4 .. +.! ,I 4 .. _J 7 t r _J 7 t r ~ ➔ ➔ ,, ✓. 7, 7, • O.;i 9<,. ,,,, [Ito V, ~~ "' <i::-0 ::, ;J',?, .... O.;,Q' Project q:,q:, "' c} 0:, Site ,? "' a-J » ....,,.,, "' al 0 t.. lty<ltr ~-<-(1) ,I +.! 4 .. +.! -'l'E>e. _J 7 t r _J E>17CY. 0 4-1. ➔ ➔ 0 .;,'1Q' 7, ~ (<le. ~-0017 ~ o,.,. 0 ,,.,e ~ (5J • Coilst _ _,,,q:, 1-tif;, ~ ~ t.. 11,<ly ~ +.! ,I 4 .. ~ c.,Cl-_J 7 t r cf 7, ~Q. ~q:, • LSA ICU LOS ICU LOS 1 Jamboree Road/Eastbluff Drive–Ford Road 0.68 B 0.53 A 2 Jamboree Road/San Joaquin Hills Road 0.55 A 0.50 A 3 Jamboree Road/Santa Barbara Drive 0.44 A 0.50 A 4 Jamboree Road/Hyatt Regency–Island Lagoon Drive 0.30 A 0.42 A 5 Bayside Drive/Coast Highway 0.61 B 0.59 A 6 Jamboree Road/Coast Highway 0.46 A 0.57 A 7 Newport Center Drive/Coast Highway 0.32 A 0.44 A ICU = Intersection Capacity Utilization LOS = level of service Intersection AM Peak Hour PM Peak Hour Table B: Existing Intersection Level of Service Summary Existing P:\2024\20242039 - TTC Newporter Pickleball\XLS\LOS.xlsx\Existing (12/11/2024) LSA 13 TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx (12/18/24) Approved Projects The City provided the trip assignment for 20 approved projects at the study area intersections. Figure 7 illustrates the approved projects’ locations. Detailed trip assignments for the approved projects are provided in Appendix E. The approved projects include the following: 1. Fashion Island Expansion 2. Temple Bat Yahm Expansion 3. Hoag Hospital Phase III 4. St. Mark Presbyterian Church 5. 2300 Newport Boulevard (VUE) 6. Hoag Health Center 7. North Newport Center 8. Back Bay Landing 9. Balboa Marina West 10. Newport Crossings 11. Museum House—Vivante Senior Center 12. Uptown Newport Phase 1 13. Uptown Newport Phase 2 14. Residences at 4400 VK 15. Picerne Residential 16. 2510 WCH Residential and Mothers Market 17. Pacifica Christian HS 18. 1400 Bristol St N Residences 19. Sage Hill Middle School Expansion 20. 1600 Dove Street Residences The ambient growth volumes on Jamboree Road and on Coast Highway, as well as the approved project trips at the study area intersections, were added to the existing peak-hour volumes to develop the Future Year 2026 baseline peak-hour traffic volumes. Figure 8 shows the resulting Future Year 2026 baseline peak-hour traffic volumes. 1 Percent Traffic Volume Analysis A 1 percent traffic volume analysis was prepared to identify any study area intersections where traffic from the proposed project would increase traffic on any leg by 1 percent or more. The Future Year 2026 condition was used as the baseline for the 1 percent volume analysis. Table C provides a summary of the 1 percent volume analysis. LSA P:\2024\20242039 - TTC Newporter Pickleball\gApproved_Projects.ai (12/12/2024) SOURCE: Bing Maps 2023 Approved Project Project Site Approved Project Locations TTC Newporter Pickleball FIGURE 7 NO SCALE LEGEND 194 1 7 11 8 9 5 3 16 617 2 14 10 20 12 13 1518 # Jam b o r e e R o a d Jam b o r e e R o a d Coast H i g h w a y Coast H i g h w a y Ford Ro a d Ford R o a d Ea s t b l u f f D r i v e Ea s t b l u f f D r i v e Ba y s i d e D r i v e Ba y s i d e D r i v e San Joaquin Hills RoadSan Joaquin Hills Road Irvi n e A v e n u e Irvi n e A v e n u e New p o r t C o a s t D r i v e New p o r t C o a s t D r i v e 00 0 0 LSA * 0 oi Costa qgo Mesa 0 OS ita osta sa ERSITY OF CALIFOR I 0 \ / '~-... ✓ 0 /✓00 0 0 * 0 ct~, Newport ............... ✓ I Balboa Beach ✓ Island I BALBOA CRYSTAL COVE 15 / 28 25 / 62 394 / 153 1448 / 2842 169 / 197 62 / 104 187 / 61 74 / 92 250 / 159 2412 / 1888 424 / 296 426 / 409 1 5 68 / 108 88 / 162 21 / 45 742 / 1779 143 / 203 83 / 108 228 / 95 744 / 749 38 / 41 1673 / 1239 46 / 23 5 / 6 2 6 117 / 347 6 / 7 100 / 109 64 / 245 944 / 1652 50 / 14 365 / 259 4 / 5 1545 / 1190 6 / 12 3 7 5 / 9 9 / 7 35 / 27 23 / 37 4 FIGURE 8 XXXX / YYYY AM / PM Peak Hour Traffic Volumes N TTC Newporter Pickleball Future Year 2026 Peak-Hour Volumes Newport Center Drive/Coast Highway 16 / 1 3 26 3 / 2 5 6 60 / 6 3 Jamboree Road/Coast Highway 11 4 / 6 0 5 32 / 1 2 1 55 / 9 6 7 / 1 7 38 / 5 2 31 8 / 4 5 5 17 / 2 3 32 / 3 9 Bayside Drive/Coast Highway 76 2 / 1 1 0 6 26 2 / 3 4 9 14 6 / 1 0 4 17 8 / 1 2 3 Jamboree Road/San Joaquin Hills Road 43 / 4 8 15 / 2 0 12 3 2 / 1 8 2 9 Jamboree Road/Hyatt Regency–Island Lagoon Drive 52 8 / 3 2 7 99 2 / 1 6 9 6 10 1 / 2 1 1 16 6 / 1 2 6 5 / 1 9 10 5 6 / 1 0 6 6 4 / 1 7 11 5 8 / 1 1 5 2 Jamboree Road/Santa Barbara Drive 38 / 2 8 81 2 / 4 9 4 20 / 3 0 10 0 0 / 1 3 2 5 Jamboree Road/Eastbluff Drive–Ford Road 29 / 8 0 10 6 3 / 1 3 3 3 41 8 / 2 0 3 53 / 4 9 15 3 2 / 1 3 7 9 10 3 / 7 4 13 5 4 / 1 2 6 3 81 / 1 6 7 P:\2024\20242039 - TTC Newporter Pickleball\XLS\Figures\Fig8- Future Year 2026 Peak-Hour Volumes.xlsx\Figure (12/10/2024) ~ ~ t.. t.. ~ <-<- 0 +.! ,I 4 .. +.! ,I 4 .. ~ _J 7 t r _J 7 t r "' ➔ 0 ➔ F. 7, 7, Orqf?. Oaq t.. t.. <-<-• +.! ,I 4 .. +.! ,I 4 .. J'o> _J 7 t r _J 7 t r .., ✓. ➔ ➔ 0 oo> 7, 7, 90,, ~o V, ~~ "' Q:-0 ::, s 1l ... o°'o-Project q,q, "' & IJJ Site ? "' a- \:> ...,,,, "' J a1 0 t.. }f;,,o>tr <" (t) <- -?ee; +.! ,I 4 .. +.! el'7cJ-: _J 7 t r _J e 0 &1. ➔ ➔ ql}<Y 7, -;_ <'ae; ~-Ool} ~ o,.,. <1. '"e -1:. (<> • Coast _.:,.q, f-fie;, ~' <::, 11,a_,., ,b t.. I:? c.,q, +.! ,I 4 .. l' _J 7 t r ~Q 7, ./i:-q, • LSA 1 Percent Peak Percent Percent Percent Percent Test Hour Project Base Increase Project Base Increase Project Base Increase Project Base Increase Satisfied? AM 10 1,621 0.62% 24 1,688 1.42% 0 861 0.00% 0 578 0.00% 1 Jamboree Road/Eastbluff Drive–Ford Road PM 2 2,234 0.09% 10 1,502 0.67% 0 516 0.00% 0 378 0.00% Yes AM 10 1,207 0 24 2,247 1.07% 0 312 0.00% 0 232 0.00% 2 Jamboree Road/San Joaquin Hills Road PM 2 1,528 0 10 1,924 0.52% 0 159 0.00% 0 356 0.00% Yes AM 10 1,227 0.81% 24 1,501 1.60% 0 60 0.00% 0 187 0.00% 3 Jamboree Road/Santa Barbara Drive PM 2 1,211 0.17% 10 1,566 0.64% 0 31 0.00% 0 599 0.00% Yes AM 44 1,200 3.67% 24 1,290 1.86% 28 58 48.28% 0 14 0.00% 4 Jamboree Road/Hyatt Regency–Island Lagoon Drive PM 18 1,197 1.50% 10 1,897 0.53% 7 64 10.94% 0 16 0.00% Yes AM 0 367 0.00% 0 100 0.00% 20 2,912 0.69% 8 1,535 0.52% 5 Bayside Drive/Coast Highway PM 0 517 0.00% 0 165 0.00% 8 2,389 0.33% 2 3,008 0.07% No AM 7 339 2.06% 18 1,170 1.54% 20 2,422 0.83% 17 913 1.86% 6 Jamboree Road/Coast Highway PM 3 332 0.90% 5 1,559 0.32% 8 1,994 0.40% 7 2,049 0.34% Yes AM - -0 146 0.00% 7 1,910 0.37% 17 1,044 1.63% 7 Newport Center Drive/Coast Highway PM - -0 726 0.00% 2 1,449 0.14% 7 1,761 0.40% Yes = project contribution of 1 percent or more Primary Intersection Table C: City of Newport Beach 1 Percent Volume Analysis Summary Approach Volumes Northbound Southbound Eastbound Westbound P:\2024\20242039 - TTC Newporter Pickleball\XLS\1 percent test summary.xlsx\Table C (12/18/2024) LSA 17 TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx (12/18/24) As shown in Table C, application of the 1 percent traffic volume analysis to the study area intersections would result in an increase in traffic volumes on any leg by 1 percent or more in the Future Year 2026 Plus Project condition in the following study area intersections: 1. Jamboree Road/Eastbluff Drive–Ford Road 2. Jamboree Road/San Joaquin Hills Road 3. Jamboree Road/Santa Barbara Drive 4. Jamboree Road/Hyatt Regency–Island Lagoon Drive 6. Jamboree Road/Coast Highway 7. Jamboree Road/Coast Highway The results of the Future Year 2026 peak-hour LOS analysis for the study area intersections are summarized in Table D. As shown in this table, all study area intersections are forecast to operate at a satisfactory LOS. Future Year 2026 Plus Project Intersection Level of Service To determine the Future Year 2026 Plus Project condition, traffic generated by the proposed project was added to Future Year 2026 traffic volumes. Figure 9 shows the resulting Future Year 2026 Plus Project peak-hour traffic volumes. Table D summarizes the results of the Future Year 2026 Plus Project peak-hour LOS analysis for the study area intersections. As shown in Table D, with the addition of the proposed project, all study area intersections are forecast to operate at a satisfactory LOS. Therefore, the proposed project can be implemented with no peak-hour LOS impacts at the study area intersections in the Future Year 2026 condition. CONGESTION MANAGEMENT PROGRAM CONSISTENCY REQUIREMENTS The County of Orange (County) CMP Highway System includes one roadway arterial in the project area (i.e., Coast Highway), but it does not include any intersections within the study area. Based on the CMP requirements, a TIA is required for CMP purposes if a project would generate 2,400 or more daily trips. For projects that would directly access a CMP Highway System roadway, a reduced threshold of 1,600 daily trips is applied. The proposed project is forecast to generate 549 daily trips. As such, a CMP-level analysis is not required. Therefore, this TIA complies with the CMP requirements. CONCLUSIONS Based on the results of this TIA, the proposed project could be implemented without adversely affecting the study area intersections. The evaluation of the study area intersection LOS shows that the addition of project traffic would not create LOS impacts. Based on the site plan layout, adequate access and on-site circulation would be provided. LSA 15 / 28 25 / 62 394 / 153 1456 / 2844 169 / 197 62 / 104 187 / 61 74 / 92 250 / 159 2432 / 1896 424 / 296 426 / 409 1 5 68 / 108 105 / 169 21 / 45 742 / 1779 143 / 203 83 / 108 228 / 95 764 / 757 38 / 41 1673 / 1239 46 / 23 5 / 6 2 6 117 / 347 6 / 7 100 / 109 64 / 245 961 / 1659 50 / 14 365 / 259 4 / 5 1552 / 1192 6 / 12 3 7 5 / 9 9 / 7 45 / 29 41 / 42 4 FIGURE 9 XXXX / YYYY AM / PM Peak Hour Traffic Volumes N TTC Newporter Pickleball Future Year 2026 Plus Project Peak-Hour Volumes Newport Center Drive/Coast Highway 16 / 1 3 27 0 / 2 5 9 60 / 6 3 Jamboree Road/Coast Highway 11 4 / 6 0 5 32 / 1 2 1 55 / 9 6 7 / 1 7 38 / 5 2 31 8 / 4 5 5 17 / 2 3 32 / 3 9 Bayside Drive/Coast Highway 77 0 / 1 1 0 8 26 5 / 3 5 0 15 3 / 1 0 6 17 8 / 1 2 3 Jamboree Road/San Joaquin Hills Road 67 / 5 8 15 / 2 0 12 3 2 / 1 8 2 9 Jamboree Road/Hyatt Regency–Island Lagoon Drive 52 8 / 3 2 7 10 0 2 / 1 6 9 8 10 1 / 2 1 1 16 6 / 1 2 6 5 / 1 9 10 6 6 / 1 0 6 8 4 / 1 7 11 5 8 / 1 1 5 2 Jamboree Road/Santa Barbara Drive 82 / 4 6 81 2 / 4 9 4 20 / 3 0 10 1 0 / 1 3 2 7 Jamboree Road/Eastbluff Drive–Ford Road 29 / 8 0 10 8 7 / 1 3 4 3 41 8 / 2 0 3 53 / 4 9 15 5 6 / 1 3 8 9 10 3 / 7 4 13 7 8 / 1 2 7 3 81 / 1 6 7 Project Site P:\2024\20242039 - TTC Newporter Pickleball\XLS\Figures\Fig9- Future Year 2026 Plus Project Peak-Hour Volumes.xlsx.xlsx\Figure (12/10/2024) t.. t.. ';;l <-<-~ +.! ,I 4 .. +.! ,I 4 .. ~ _J 7 t r _J 7 t r 0 ➔ ➔ ~ 7, 7, "' 0 f:ore1 Ro<1e1 t.. t.. <-<- 0 +.! ,I 4 .. +.! ,I 4 .. _J 7 t r _J 7 t r ~ ➔ ➔ "✓-7, 7, 0 0~ 9v/_, ~?::, V, ~~ "' ~ ~ "',?, q,q, "' o<JO' d' a, ? "' a-J 'o --..,'b ~ "' 0 t.. ly),ql't ~- <- Re61 +.! ,I 4 .. +.! e"cJ.-_J 7 t r _J e 0 1,r/. ➔ ➔ q"Q' ,;_ (qe. 7, ,r,_. Oo'J °co Dr,j,,e % "' G Coi1st _.:,.q, 1-tigh ,._ ... Q '1,i1y i;-?:-' t.. <...,q, 0(:-+.! ,I 4 .. .:¾Q _J 7 t r ~q, 7, 0 LSA ICU LOS ICU LOS ICU LOS ICU LOS AM PM AM PM 1 Jamboree Road/Eastbluff Drive–Ford Road 0.70 B 0.55 A 0.70 B 0.55 A 0.00 0.00 No No 2 Jamboree Road/San Joaquin Hills Road 0.58 A 0.53 A 0.58 A 0.53 A 0.00 0.00 No No 3 Jamboree Road/Santa Barbara Drive 0.46 A 0.52 A 0.46 A 0.52 A 0.00 0.00 No No 4 Jamboree Road/Hyatt Regency–Island Lagoon Drive 0.31 A 0.43 A 0.35 A 0.45 A 0.04 0.02 No No 5 Bayside Drive/Coast Highway 0.65 B 0.68 B - - - - - - - - 6 Jamboree Road/Coast Highway 0.48 A 0.60 A 0.49 A 0.60 A 0.01 0.00 No No 7 Newport Center Drive/Coast Highway 0.33 A 0.46 A 0.33 A 0.46 A 0.00 0.00 No No ∆ = change in ICU = Intersection Capacity Utilization LOS = level of service Impact? Intersection AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour ∆ in ICU Table D: Future Year 2026 Intersection Level of Service Summary Future Year 2026 Future Year 2026 Plus Project Peak-Hour Project LOS P:\2024\20242039 - TTC Newporter Pickleball\XLS\LOS.xlsx\Future+Proj (12/18/2024) LSA 20 TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx (12/18/24) REFERENCES California Department of Transportation (Caltrans). 2024. California Manual on Uniform Traffic Control Devices (CAMUTCD). Website: https://dot.ca.gov/programs/safety-programs/ camutcd (accessed November 2024). City of Newport Beach. 2006a. Newport Beach General Plan. Adopted July 25, 2006. ______. 2006b. General Plan Circulation Element. Updated October 25, 2022. Figure CE1. Website: https://www.newportbeachca.gov/PLN/General_Plan/Figures/FigCE1_MasterPlanofStreets andHighways_11x17color_web.pdf (accessed November 2024). ______. 2007. Municipal Code Section 15.40 Traffic Phasing Ordinance. Website: https://www.code publishing.com/CA/NewportBeach/html/NewportBeach15/NewportBeach1540.html (accessed November 2024). Institute of Transportation Engineers (ITE). 2021. Trip Generation Manual. 11th Edition. Orange County Transportation Authority (OCTA). 2017. Guidance for Administration of the Orange County Master Plan of Arterial Highways. ______. 2023. 2023 Orange County Congestion Management Program. November 2023. LSA TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx «12/18/24» APPENDIX A EXISTING TRAFFIC VOLUMES LSA File Name : JA4980 Site Code : 00000000 Start Date : 2/16/2023 Page No : 1 City : Newport Beach N-S Direction : Jamboree Rd E-W Direction: Eastbluff Dr, Ford Rd Groups Printed- Turning Movement Count Jamboree Road Southbound Ford Road Westbound Jamboree Road Northbound Eastbluff Drive Eastbound Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Int. Total 07:00 6 235 5 0 4 11 20 0 14 125 22 0 28 7 9 0 486 07:15 14 226 3 0 3 36 30 0 19 150 37 0 49 14 18 0 599 07:30 6 332 14 0 1 34 28 0 22 183 54 0 52 26 36 0 788 07:45 13 362 12 1 2 92 45 0 22 215 127 0 99 48 40 0 1078 Total 39 1155 34 1 10 173 123 0 77 673 240 0 228 95 103 0 2951 08:00 18 346 11 1 0 139 26 0 19 219 152 0 97 65 55 0 1148 08:15 60 367 15 0 6 132 50 1 26 225 184 0 119 85 57 0 1327 08:30 9 369 11 0 7 31 46 1 31 261 48 0 108 52 35 0 1009 08:45 10 418 7 0 9 24 63 1 34 222 29 0 66 18 11 0 912 Total 97 1500 44 1 22 326 185 3 110 927 413 0 390 220 158 0 4396 *** BREAK *** 16:30 15 327 14 2 6 41 57 0 53 375 80 1 83 36 20 0 1110 16:45 22 302 12 1 5 54 56 0 43 355 76 1 87 46 12 0 1072 Total 37 629 26 3 11 95 113 0 96 730 156 2 170 82 32 0 2182 17:00 19 311 8 0 12 37 32 0 48 445 59 3 77 49 19 0 1119 17:15 16 355 11 0 5 21 50 0 59 399 93 1 45 28 10 0 1093 17:30 18 313 6 0 4 44 49 0 41 369 72 1 70 55 13 0 1055 17:45 20 301 7 0 0 45 59 0 50 300 70 2 80 38 21 0 993 Total 73 1280 32 0 21 147 190 0 198 1513 294 7 272 170 63 0 4260 18:00 17 286 8 1 10 26 47 0 52 329 56 0 76 37 20 0 965 18:15 24 238 11 0 5 19 30 0 44 242 73 0 56 26 20 0 788 Grand Total 287 5088 155 6 79 786 688 3 577 4414 1232 9 1192 630 396 0 15542 Apprch %5.2 91.9 2.8 0.1 5.1 50.5 44.2 0.2 9.3 70.8 19.8 0.1 53.7 28.4 17.9 0 Total %1.8 32.7 1 0 0.5 5.1 4.4 0 3.7 28.4 7.9 0.1 7.7 4.1 2.5 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I File Name : JA4980 Site Code : 00000000 Start Date : 2/16/2023 Page No : 2 City : Newport Beach N-S Direction : Jamboree Rd E-W Direction: Eastbluff Dr, Ford Rd Jamboree Road Southbound Ford Road Westbound Jamboree Road Northbound Eastbluff Drive Eastbound Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 07:45 13 362 12 1 388 2 92 45 0 139 22 215 127 0 364 99 48 40 0 187 1078 08:00 18 346 11 1 376 0 139 26 0 165 19 219 152 0 390 97 65 55 0 217 1148 08:15 60 367 15 0 442 6 132 50 1 189 26 225 184 0 435 119 85 57 0 261 1327 08:30 9 369 11 0 389 7 31 46 1 85 31 261 48 0 340 108 52 35 0 195 1009 Total Volume 100 1444 49 2 1595 15 394 167 2 578 98 920 511 0 1529 423 250 187 0 860 4562 % App. Total 6.3 90.5 3.1 0.1 2.6 68.2 28.9 0.3 6.4 60.2 33.4 0 49.2 29.1 21.7 0 PHF .417 .978 .817 .500 .902 .536 .709 .835 .500 .765 .790 .881 .694 .000 .879 .889 .735 .820 .000 .824 .859 Jamboree Road E a s t b l u f f D r i v e F o r d R o a d Jamboree Road Right 100 Thru 1444 Left 49 U-Turn 2 InOut Total 1122 1595 2717 Rig h t 15 Th r u 39 4 Le f t 16 7 U- T u r n 2 Ou t To t a l In 39 7 57 8 97 5 Left 511 Thru 920 Right 98 U-Turn 0 Out TotalIn 2034 1529 3563 Le f t 18 7 Th r u25 0 Ri g h t 42 3 U- T u r n 0 To t a l Ou t In 10 0 5 86 0 18 6 5 Peak Hour Begins at 07:45 Turning Movement Count Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I ◄ I I ► .., LJ -- _j .... t_ --- Li- ______. ◄---- I - LJ 7, + - ~ - ~ - .... ◄ I ► I I I I File Name : JA4980 Site Code : 00000000 Start Date : 2/16/2023 Page No : 3 City : Newport Beach N-S Direction : Jamboree Rd E-W Direction: Eastbluff Dr, Ford Rd Jamboree Road Southbound Ford Road Westbound Jamboree Road Northbound Eastbluff Drive Eastbound Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:30 16:30 15 327 14 2 358 6 41 57 0 104 53 375 80 1 509 83 36 20 0 139 1110 16:45 22 302 12 1 337 5 54 56 0 115 43 355 76 1 475 87 46 12 0 145 1072 17:00 19 311 8 0 338 12 37 32 0 81 48 445 59 3 555 77 49 19 0 145 1119 17:15 16 355 11 0 382 5 21 50 0 76 59 399 93 1 552 45 28 10 0 83 1093 Total Volume 72 1295 45 3 1415 28 153 195 0 376 203 1574 308 6 2091 292 159 61 0 512 4394 % App. Total 5.1 91.5 3.2 0.2 7.4 40.7 51.9 0 9.7 75.3 14.7 0.3 57 31.1 11.9 0 PHF .818 .912 .804 .375 .926 .583 .708 .855 .000 .817 .860 .884 .828 .500 .942 .839 .811 .763 .000 .883 .982 Jamboree Road E a s t b l u f f D r i v e F o r d R o a d Jamboree Road Right 72 Thru 1295 Left 45 U-Turn 3 InOut Total 1663 1415 3078 Ri g h t 28 Th r u 15 3 Le f t 19 5 U- T u r n 0 Ou t To t a l In 40 7 37 6 78 3 Left 308 Thru 1574 Right 203 U-Turn 6 Out TotalIn 1782 2091 3873 Le f t 61 Th r u15 9 Rig h t 29 2 U- T u r n 0 To t a l Ou t In 53 3 51 2 10 4 5 Peak Hour Begins at 16:30 Turning Movement Count Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I ._J 4 T LJ ~ ~ - _j .... t_ - - Li- ___. t--- I - LJ ~~ 7, + -- - .... ◄ I ► I I I I File Name : H2402022 Site Code : 00000000 Start Date : 3/19/2024 Page No : 1 City of Newport Beach N-S Direction: Jamboree Rd E-W Direction: San Joaquin Hills Rd Groups Printed- Turning Movements Jamboree Rd Southbound San Joaquin Hills Rd Westbound Jamboree Rd Northbound San Joaquin Hills Rd Eastbound Start Time Right Thru Left U Turn Right Thru Left Free Right U Turn Right Thru Left U Turn Right Thru Left U Turn Int. Total 07:00 9 203 121 2 2 2 12 14 0 30 119 4 2 6 11 28 0 565 07:15 8 260 138 1 4 3 11 44 3 20 146 4 0 14 10 38 0 704 07:30 19 265 156 0 6 4 16 33 3 35 201 7 4 13 8 35 1 806 07:45 13 368 190 0 4 7 33 12 3 52 229 6 2 11 11 52 0 993 Total 49 1096 605 3 16 16 72 103 9 137 695 21 8 44 40 153 1 3068 08:00 20 317 188 1 14 4 41 20 3 44 266 3 0 9 7 49 0 986 08:15 23 301 153 0 7 4 30 27 1 42 266 5 3 14 6 69 0 951 08:30 23 334 218 3 6 6 25 49 2 34 204 6 3 12 14 58 0 997 08:45 26 340 162 1 1 5 34 53 1 48 205 8 0 16 7 44 0 951 Total 92 1292 721 5 28 19 130 149 7 168 941 22 6 51 34 220 0 3885 16:00 32 253 109 0 12 10 35 192 3 33 365 8 1 7 6 24 0 1090 16:15 38 274 101 0 8 5 32 176 11 35 327 13 1 5 9 23 0 1058 16:30 38 269 113 2 10 10 47 177 3 25 301 13 0 9 6 13 0 1036 16:45 41 304 106 1 9 8 40 193 6 24 317 25 1 7 7 22 0 1111 Total 149 1100 429 3 39 33 154 738 23 117 1310 59 3 28 28 82 0 4295 17:00 40 294 107 3 5 12 47 224 4 32 364 15 1 4 9 32 0 1193 17:15 45 351 103 4 9 15 43 148 6 35 302 23 0 3 15 28 0 1130 17:30 58 292 115 5 3 9 33 143 3 31 273 15 3 1 5 20 0 1009 17:45 43 349 117 1 8 5 34 134 2 37 254 14 3 10 14 22 0 1047 Total 186 1286 442 13 25 41 157 649 15 135 1193 67 7 18 43 102 0 4379 18:00 38 284 83 3 5 11 30 140 3 26 243 23 0 7 7 32 0 935 18:15 44 298 92 1 3 6 35 119 1 25 242 16 0 7 8 23 0 920 Grand Total 558 5356 2372 28 116 126 578 1898 58 608 4624 208 24 155 160 612 1 17482 Apprch %6.7 64.4 28.5 0.3 4.2 4.5 20.8 68.4 2.1 11.1 84.6 3.8 0.4 16.7 17.2 65.9 0.1 Total %3.2 30.6 13.6 0.2 0.7 0.7 3.3 10.9 0.3 3.5 26.5 1.2 0.1 0.9 0.9 3.5 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I I File Name : H2402022 Site Code : 00000000 Start Date : 3/19/2024 Page No : 2 City of Newport Beach N-S Direction: Jamboree Rd E-W Direction: San Joaquin Hills Rd Jamboree Rd Southbound San Joaquin Hills Rd Westbound Jamboree Rd Northbound San Joaquin Hills Rd Eastbound Start Time Right Thru Left U Turn App. Total Right Thru Left Free Right U Turn App. Total Right Thru Left U Turn App. Total Right Thru Left U Turn App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 07:45 13 368 190 0 571 4 7 33 12 3 59 52 229 6 2 289 11 11 52 0 74 993 08:00 20 317 188 1 526 14 4 41 20 3 82 44 266 3 0 313 9 7 49 0 65 986 08:15 23 301 153 0 477 7 4 30 27 1 69 42 266 5 3 316 14 6 69 0 89 951 08:30 23 334 218 3 578 6 6 25 49 2 88 34 204 6 3 247 12 14 58 0 84 997 Total Volume 79 1320 749 4 2152 31 21 129 108 9 298 172 965 20 8 1165 46 38 228 0 312 3927 % App. Total 3.7 61.3 34.8 0.2 10.4 7 43.3 36.2 3 14.8 82.8 1.7 0.7 14.7 12.2 73.1 0 PHF .859 .897 .859 .333 .931 .554 .750 .787 .551 .750 .847 .827 .907 .833 .667 .922 .821 .679 .826 .000 .876 .985 Jamboree Rd S a n J o a q u i n H i l l s R d S a n J o a q u i n H i l l s R d Jamboree Rd Right 79 Thru 1320 Left 749 U Turn 4 InOut Total 1224 2152 3376 Rig h t 31 Th r u 21 Le f t 12 9 UTu r n 11 7 Ou t To t a l In 95 9 29 8 12 5 7 Left 20 Thru 965 Right 172 U Turn 8 Out TotalIn 1495 1165 2660 Le f t 22 8 Th r u 38 Ri g h t 46 U Tu r n 0 To t a l Ou t In 12 0 31 2 43 2 Peak Hour Begins at 07:45 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I I I I I I I I 4 LJ ~~ ~ - t_ - Li-___. f----- LJ 7, + ◄ I I I File Name : H2402022 Site Code : 00000000 Start Date : 3/19/2024 Page No : 3 City of Newport Beach N-S Direction: Jamboree Rd E-W Direction: San Joaquin Hills Rd Jamboree Rd Southbound San Joaquin Hills Rd Westbound Jamboree Rd Northbound San Joaquin Hills Rd Eastbound Start Time Right Thru Left U Turn App. Total Right Thru Left Free Right U Turn App. Total Right Thru Left U Turn App. Total Right Thru Left U Turn App. Total Int. Total Peak Hour Analysis From 16:00 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:30 16:30 38 269 113 2 422 10 10 47 177 3 247 25 301 13 0 339 9 6 13 0 28 1036 16:45 41 304 106 1 452 9 8 40 193 6 256 24 317 25 1 367 7 7 22 0 36 1111 17:00 40 294 107 3 444 5 12 47 224 4 292 32 364 15 1 412 4 9 32 0 45 1193 17:15 45 351 103 4 503 9 15 43 148 6 221 35 302 23 0 360 3 15 28 0 46 1130 Total Volume 164 1218 429 10 1821 33 45 177 742 19 1016 116 1284 76 2 1478 23 37 95 0 155 4470 % App. Total 9 66.9 23.6 0.5 3.2 4.4 17.4 73 1.9 7.8 86.9 5.1 0.1 14.8 23.9 61.3 0 PHF .911 .868 .949 .625 .905 .825 .750 .941 .828 .792 .870 .829 .882 .760 .500 .897 .639 .617 .742 .000 .842 .937 Jamboree Rd S a n J o a q u i n H i l l s R d S a n J o a q u i n H i l l s R d Jamboree Rd Right 164 Thru 1218 Left 429 U Turn 10 InOut Total 1412 1821 3233 Rig h t 33 Th r u 45 Le f t 17 7 UTu r n 76 1 Ou t To t a l In 58 2 10 1 6 15 9 8 Left 76 Thru 1284 Right 116 U Turn 2 Out TotalIn 1418 1478 2896 Le f t 95 Th r u 37 Ri g h t 23 U Tu r n 0 To t a l Ou t In 28 5 15 5 44 0 Peak Hour Begins at 16:30 Turning Movements Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I I I I I I I I ._J 4 T n ~ ~ - _j .... t_ - - Li-_____. t--- I - LJ ~~ 7, + - - - ..... ◄ I ► I I I I File Name : JA5310 Site Code : 00000000 Start Date : 2/16/2023 Page No : 1 City : Newport Beach N-S Direction : Jamboree Rd E-W Direction: Santa Barbara Dr Groups Printed- Turning Movement Count Jamboree Road Southbound Santa Barbara Drive Westbound Jamboree Road Northbound Santa Barbara Drive Eastbound Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Int. Total 07:00 1 111 71 0 23 1 8 0 23 137 2 0 0 0 0 0 377 07:15 0 168 77 0 15 1 13 0 21 185 4 0 1 1 2 0 488 07:30 2 177 80 2 13 0 9 0 43 217 1 0 3 0 9 0 556 07:45 4 264 106 0 30 0 12 0 43 267 1 0 2 4 15 0 748 Total 7 720 334 2 81 2 42 0 130 806 8 0 6 5 26 0 2169 08:00 2 210 90 3 27 4 9 0 38 258 1 0 3 0 19 0 664 08:15 8 294 108 2 24 1 12 0 33 245 2 0 0 0 8 0 737 08:30 6 252 93 3 28 1 12 0 45 244 1 0 1 0 8 0 694 08:45 2 230 121 0 27 0 16 0 49 224 0 0 6 3 8 0 686 Total 18 986 412 8 106 6 49 0 165 971 4 0 10 3 43 0 2781 *** BREAK *** 16:30 9 336 45 0 90 3 46 0 28 247 2 1 4 2 6 0 819 16:45 8 290 59 2 67 0 63 0 29 248 6 1 4 1 1 0 779 Total 17 626 104 2 157 3 109 0 57 495 8 2 8 3 7 0 1598 17:00 2 319 33 4 105 3 68 0 30 269 3 0 2 1 5 0 844 17:15 10 329 46 1 81 1 61 0 27 255 5 1 2 1 2 0 822 17:30 7 287 44 2 83 1 55 0 20 218 4 1 1 3 4 0 730 17:45 11 332 51 1 66 4 44 0 25 216 1 0 3 1 4 0 759 Total 30 1267 174 8 335 9 228 0 102 958 13 2 8 6 15 0 3155 18:00 9 265 44 0 69 0 40 0 27 199 2 0 2 1 7 0 665 18:15 10 231 42 0 57 2 27 0 24 216 5 0 2 3 4 0 623 Grand Total 91 4095 1110 20 805 22 495 0 505 3645 40 4 36 21 102 0 10991 Apprch %1.7 77 20.9 0.4 60.9 1.7 37.4 0 12 86.9 1 0.1 22.6 13.2 64.2 0 Total %0.8 37.3 10.1 0.2 7.3 0.2 4.5 0 4.6 33.2 0.4 0 0.3 0.2 0.9 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I File Name : JA5310 Site Code : 00000000 Start Date : 2/16/2023 Page No : 2 City : Newport Beach N-S Direction : Jamboree Rd E-W Direction: Santa Barbara Dr Jamboree Road Southbound Santa Barbara Drive Westbound Jamboree Road Northbound Santa Barbara Drive Eastbound Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 07:45 4 264 106 0 374 30 0 12 0 42 43 267 1 0 311 2 4 15 0 21 748 08:00 2 210 90 3 305 27 4 9 0 40 38 258 1 0 297 3 0 19 0 22 664 08:15 8 294 108 2 412 24 1 12 0 37 33 245 2 0 280 0 0 8 0 8 737 08:30 6 252 93 3 354 28 1 12 0 41 45 244 1 0 290 1 0 8 0 9 694 Total Volume 20 1020 397 8 1445 109 6 45 0 160 159 1014 5 0 1178 6 4 50 0 60 2843 % App. Total 1.4 70.6 27.5 0.6 68.1 3.8 28.1 0 13.5 86.1 0.4 0 10 6.7 83.3 0 PHF .625 .867 .919 .667 .877 .908 .375 .938 .000 .952 .883 .949 .625 .000 .947 .500 .250 .658 .000 .682 .950 Jamboree Road S a n t a B a r b a r a D r i v e S a n t a B a r b a r a D r i v e Jamboree Road Right 20 Thru 1020 Left 397 U-Turn 8 InOut Total 1173 1445 2618 Rig h t 10 9 Th r u 6 Le f t 45 U- T u r n 0 Ou t To t a l In 56 0 16 0 72 0 Left 5 Thru 1014 Right 159 U-Turn 0 Out TotalIn 1071 1178 2249 Le f t 50 Th r u 4 Ri g h t 6 U- T u r n 0 To t a l Ou t In 31 60 91 Peak Hour Begins at 07:45 Turning Movement Count Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I ◄ I I ► .., LJ -- _j .... t_ --- Li- ______. ◄---- I - LJ 7, + - ~ - ~ - .... ◄ I ► I I I I File Name : JA5310 Site Code : 00000000 Start Date : 2/16/2023 Page No : 3 City : Newport Beach N-S Direction : Jamboree Rd E-W Direction: Santa Barbara Dr Jamboree Road Southbound Santa Barbara Drive Westbound Jamboree Road Northbound Santa Barbara Drive Eastbound Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:30 16:30 9 336 45 0 390 90 3 46 0 139 28 247 2 1 278 4 2 6 0 12 819 16:45 8 290 59 2 359 67 0 63 0 130 29 248 6 1 284 4 1 1 0 6 779 17:00 2 319 33 4 358 105 3 68 0 176 30 269 3 0 302 2 1 5 0 8 844 17:15 10 329 46 1 386 81 1 61 0 143 27 255 5 1 288 2 1 2 0 5 822 Total Volume 29 1274 183 7 1493 343 7 238 0 588 114 1019 16 3 1152 12 5 14 0 31 3264 % App. Total 1.9 85.3 12.3 0.5 58.3 1.2 40.5 0 9.9 88.5 1.4 0.3 38.7 16.1 45.2 0 PHF .725 .948 .775 .438 .957 .817 .583 .875 .000 .835 .950 .947 .667 .750 .954 .750 .625 .583 .000 .646 .967 Jamboree Road S a n t a B a r b a r a D r i v e S a n t a B a r b a r a D r i v e Jamboree Road Right 29 Thru 1274 Left 183 U-Turn 7 InOut Total 1376 1493 2869 Ri g h t 34 3 Th r u 7 Le f t 23 8 U- T u r n 0 Ou t To t a l In 30 2 58 8 89 0 Left 16 Thru 1019 Right 114 U-Turn 3 Out TotalIn 1524 1152 2676 Le f t 14 Th r u 5 Rig h t 12 U- T u r n 0 To t a l Ou t In 52 31 83 Peak Hour Begins at 16:30 Turning Movement Count Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I ._J 4 T LJ ~ ~ - _j .... t_ - - Li- ___. t--- I - LJ ~~ 7, + -- - .... ◄ I ► I I I I File Name : NPB_Jam_Hyatt AM Site Code : 00324894 Start Date : 10/16/2024 Page No : 1 City of Newport Beach N/S: Jamboree Road E/W: Hyatt Regency/Island Lagoon Drive Weather: Clear Groups Printed- Total Volume Jamboree Road Southbound Island Lagoon Drive Westbound Jamboree Road Northbound Hyatt Regency Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 1 170 4 175 0 0 0 0 2 154 1 157 3 0 4 7 339 07:15 AM 3 219 6 228 1 0 2 3 6 183 0 189 6 0 3 9 429 07:30 AM 1 235 7 243 0 0 2 2 6 195 0 201 5 0 4 9 455 07:45 AM 1 284 8 293 2 0 1 3 2 327 2 331 9 0 4 13 640 Total 6 908 25 939 3 0 5 8 16 859 3 878 23 0 15 38 1863 08:00 AM 3 263 5 271 1 0 2 3 8 282 2 292 11 0 6 17 583 08:15 AM 3 254 13 270 0 0 1 1 9 287 0 296 7 0 8 15 582 08:30 AM 4 323 12 339 3 0 1 4 9 273 2 284 10 0 4 14 641 08:45 AM 5 327 12 344 5 0 1 6 11 270 0 281 7 0 5 12 643 Total 15 1167 42 1224 9 0 5 14 37 1112 4 1153 35 0 23 58 2449 Grand Total 21 2075 67 2163 12 0 10 22 53 1971 7 2031 58 0 38 96 4312 Apprch %1 95.9 3.1 54.5 0 45.5 2.6 97 0.3 60.4 0 39.6 Total %0.5 48.1 1.6 50.2 0.3 0 0.2 0.5 1.2 45.7 0.2 47.1 1.3 0 0.9 2.2 Jamboree Road Southbound Island Lagoon Drive Westbound Jamboree Road Northbound Hyatt Regency Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 3 263 5 271 1 0 2 3 8 282 2 292 11 0 6 17 583 08:15 AM 3 254 13 270 0 0 1 1 9 287 0 296 7 0 8 15 582 08:30 AM 4 323 12 339 3 0 1 4 9 273 2 284 10 0 4 14 641 08:45 AM 5 327 12 344 5 0 1 6 11 270 0 281 7 0 5 12 643 Total Volume 15 1167 42 1224 9 0 5 14 37 1112 4 1153 35 0 23 58 2449 % App. Total 1.2 95.3 3.4 64.3 0 35.7 3.2 96.4 0.3 60.3 0 39.7 PHF .750 .892 .808 .890 .450 .000 .625 .583 .841 .969 .500 .974 .795 .000 .719 .853 .952 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 I I I I I I I I I I I I File Name : NPB_Jam_Hyatt AM Site Code : 00324894 Start Date : 10/16/2024 Page No : 2 City of Newport Beach N/S: Jamboree Road E/W: Hyatt Regency/Island Lagoon Drive Weather: Clear Jamboree Road H y a t t R e g e n c y I s l a n d L a g o o n D r i v e Jamboree Road Right 42 Thru 1167 Left 15 InOut Total 1152 1224 2376 Ri g h t 5 Th r u 0 Le f t 9 Ou t To t a l In 19 14 33 Left 37 Thru 1112 Right 4 Out TotalIn 1199 1153 2352 Le f t 35 Th r u 0 Rig h t 23 To t a l Ou t In 79 58 13 7 Peak Hour Begins at 08:00 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 08:00 AM 08:00 AM 07:45 AM 07:45 AM +0 mins.3 263 5 271 1 0 2 3 2 327 2 331 9 0 4 13 +15 mins.3 254 13 270 0 0 1 1 8 282 2 292 11 0 6 17 +30 mins.4 323 12 339 3 0 1 4 9 287 0 296 7 0 8 15 +45 mins.5 327 12 344 5 0 1 6 9 273 2 284 10 0 4 14 Total Volume 15 1167 42 1224 9 0 5 14 28 1169 6 1203 37 0 22 59 % App. Total 1.2 95.3 3.4 64.3 0 35.7 2.3 97.2 0.5 62.7 0 37.3 PHF .750 .892 .808 .890 .450 .000 .625 .583 .778 .894 .750 .909 .841 .000 .688 .868 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 I I I I I I 4 l t T t l -_. .__ l I I I File Name : NPB_Jam_Hyatt PM Site Code : 00324894 Start Date : 10/16/2024 Page No : 1 City of Newport Beach N/S: Jamboree Road E/W: Hyatt Regency/Island Lagoon Drive Weather: Clear Groups Printed- Total Volume Jamboree Road Southbound Island Lagoon Drive Westbound Jamboree Road Northbound Hyatt Regency Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 10 315 10 335 7 0 7 14 2 304 3 309 11 0 11 22 680 04:15 PM 3 366 16 385 1 0 3 4 13 247 3 263 14 0 7 21 673 04:30 PM 9 375 8 392 2 0 2 4 3 282 6 291 8 1 9 18 705 04:45 PM 3 424 9 436 2 0 3 5 8 297 3 308 5 0 6 11 760 Total 25 1480 43 1548 12 0 15 27 26 1130 15 1171 38 1 33 72 2818 05:00 PM 5 422 13 440 3 0 3 6 4 262 7 273 10 0 12 22 741 05:15 PM 8 470 13 491 2 0 3 5 9 265 4 278 5 0 13 18 792 05:30 PM 4 441 12 457 0 0 0 0 6 264 3 273 7 0 6 13 743 05:45 PM 3 390 5 398 2 0 2 4 12 216 2 230 4 0 6 10 642 Total 20 1723 43 1786 7 0 8 15 31 1007 16 1054 26 0 37 63 2918 06:00 PM 2 357 7 366 1 0 0 1 4 275 1 280 11 0 17 28 675 06:15 PM 5 345 10 360 0 0 0 0 3 225 1 229 10 0 7 17 606 Grand Total 52 3905 103 4060 20 0 23 43 64 2637 33 2734 85 1 94 180 7017 Apprch %1.3 96.2 2.5 46.5 0 53.5 2.3 96.5 1.2 47.2 0.6 52.2 Total %0.7 55.7 1.5 57.9 0.3 0 0.3 0.6 0.9 37.6 0.5 39 1.2 0 1.3 2.6 Jamboree Road Southbound Island Lagoon Drive Westbound Jamboree Road Northbound Hyatt Regency Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 3 424 9 436 2 0 3 5 8 297 3 308 5 0 6 11 760 05:00 PM 5 422 13 440 3 0 3 6 4 262 7 273 10 0 12 22 741 05:15 PM 8 470 13 491 2 0 3 5 9 265 4 278 5 0 13 18 792 05:30 PM 4 441 12 457 0 0 0 0 6 264 3 273 7 0 6 13 743 Total Volume 20 1757 47 1824 7 0 9 16 27 1088 17 1132 27 0 37 64 3036 % App. Total 1.1 96.3 2.6 43.8 0 56.2 2.4 96.1 1.5 42.2 0 57.8 PHF .625 .935 .904 .929 .583 .000 .750 .667 .750 .916 .607 .919 .675 .000 .712 .727 .958 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 I I I I I I File Name : NPB_Jam_Hyatt PM Site Code : 00324894 Start Date : 10/16/2024 Page No : 2 City of Newport Beach N/S: Jamboree Road E/W: Hyatt Regency/Island Lagoon Drive Weather: Clear Jamboree Road H y a t t R e g e n c y I s l a n d L a g o o n D r i v e Jamboree Road Right 47 Thru 1757 Left 20 InOut Total 1124 1824 2948 Ri g h t 9 Th r u 0 Le f t 7 Ou t To t a l In 37 16 53 Left 27 Thru 1088 Right 17 Out TotalIn 1801 1132 2933 Le f t 27 Th r u 0 Rig h t 37 To t a l Ou t In 74 64 13 8 Peak Hour Begins at 04:45 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.3 424 9 436 7 0 7 14 2 304 3 309 11 0 11 22 +15 mins.5 422 13 440 1 0 3 4 13 247 3 263 14 0 7 21 +30 mins.8 470 13 491 2 0 2 4 3 282 6 291 8 1 9 18 +45 mins.4 441 12 457 2 0 3 5 8 297 3 308 5 0 6 11 Total Volume 20 1757 47 1824 12 0 15 27 26 1130 15 1171 38 1 33 72 % App. Total 1.1 96.3 2.6 44.4 0 55.6 2.2 96.5 1.3 52.8 1.4 45.8 PHF .625 .935 .904 .929 .429 .000 .536 .482 .500 .929 .625 .947 .679 .250 .750 .818 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 I I I I I I 4 l t T t l -_. .__ l I I I File Name : CH5440 Site Code : 00000000 Start Date : 2/16/2023 Page No : 1 City : Newport Beach N-S Direction : Bayside Dr E-W Direction: Coast Hwy Groups Printed- Turning Movement Count Bayside Drive Southbound Coast Highway Westbound Bayside Drive Northbound Coast Highway Eastbound Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Int. Total 07:00 3 1 6 0 1 142 6 3 4 3 21 0 64 285 3 0 542 07:15 4 1 8 0 5 193 4 2 10 3 53 0 69 423 8 0 783 07:30 8 2 6 0 6 193 6 4 7 2 62 0 76 536 10 0 918 07:45 8 5 10 0 3 274 1 7 7 1 82 0 89 556 8 1 1052 Total 23 9 30 0 15 802 17 16 28 9 218 0 298 1800 29 1 3295 08:00 8 1 5 0 1 318 4 4 10 3 75 0 90 578 9 1 1107 08:15 6 0 5 0 3 338 8 7 3 1 78 0 100 544 12 0 1105 08:30 10 1 7 0 1 312 7 8 10 3 79 0 105 562 2 0 1107 08:45 7 1 3 0 4 386 15 4 9 6 84 0 118 612 10 0 1259 Total 31 3 20 0 9 1354 34 23 32 13 316 0 413 2296 33 1 4578 *** BREAK *** 16:30 13 3 7 0 6 676 12 3 12 3 105 0 107 519 8 2 1476 16:45 9 2 4 0 12 558 19 4 10 6 113 0 99 393 7 2 1238 Total 22 5 11 0 18 1234 31 7 22 9 218 0 206 912 15 4 2714 17:00 16 2 4 0 8 737 20 7 3 6 122 0 103 464 7 1 1500 17:15 6 2 10 0 4 721 21 4 14 2 109 0 86 405 8 1 1393 17:30 5 5 6 0 5 510 19 0 5 1 93 0 111 401 10 1 1172 17:45 4 6 5 0 3 656 13 1 7 2 91 0 74 404 6 2 1274 Total 31 15 25 0 20 2624 73 12 29 11 415 0 374 1674 31 5 5339 18:00 7 0 9 0 12 459 13 4 7 4 69 0 71 370 10 1 1036 18:15 8 0 2 0 3 520 16 2 8 2 66 0 55 378 6 4 1070 Grand Total 122 32 97 0 77 6993 184 64 126 48 1302 0 1417 7430 124 16 18032 Apprch %48.6 12.7 38.6 0 1.1 95.6 2.5 0.9 8.5 3.3 88.2 0 15.8 82.7 1.4 0.2 Total %0.7 0.2 0.5 0 0.4 38.8 1 0.4 0.7 0.3 7.2 0 7.9 41.2 0.7 0.1 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I File Name : CH5440 Site Code : 00000000 Start Date : 2/16/2023 Page No : 2 City : Newport Beach N-S Direction : Bayside Dr E-W Direction: Coast Hwy Bayside Drive Southbound Coast Highway Westbound Bayside Drive Northbound Coast Highway Eastbound Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 8 1 5 0 14 1 318 4 4 327 10 3 75 0 88 90 578 9 1 678 1107 08:15 6 0 5 0 11 3 338 8 7 356 3 1 78 0 82 100 544 12 0 656 1105 08:30 10 1 7 0 18 1 312 7 8 328 10 3 79 0 92 105 562 2 0 669 1107 08:45 7 1 3 0 11 4 386 15 4 409 9 6 84 0 99 118 612 10 0 740 1259 Total Volume 31 3 20 0 54 9 1354 34 23 1420 32 13 316 0 361 413 2296 33 1 2743 4578 % App. Total 57.4 5.6 37 0 0.6 95.4 2.4 1.6 8.9 3.6 87.5 0 15.1 83.7 1.2 0 PHF .775 .750 .714 .000 .750 .563 .877 .567 .719 .868 .800 .542 .940 .000 .912 .875 .938 .688 .250 .927 .909 Bayside Drive C o a s t H i g h w a y C o a s t H i g h w a y Bayside Drive Right 31 Thru 3 Left 20 U-Turn 0 InOut Total 55 54 109 Ri g h t 9 Th r u 13 5 4 Le f t 34 U- T u r n 23 Ou t To t a l In 23 4 8 14 2 0 37 6 8 Left 316 Thru 13 Right 32 U-Turn 0 Out TotalIn 450 361 811 Le f t 33 Th r u 22 9 6 Rig h t 41 3 U- T u r n 1 To t a l Ou t In 17 0 1 27 4 3 44 4 4 Peak Hour Begins at 08:00 Turning Movement Count Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 ------ ----r--- I I I I I ◄ I I ► T 11 t .... t ~ - - n ► ◄ ~ I - ,j, ,j, - n --- ..... ~ ➔ I I I --___L_ -- ------ File Name : CH5440 Site Code : 00000000 Start Date : 2/16/2023 Page No : 3 City : Newport Beach N-S Direction : Bayside Dr E-W Direction: Coast Hwy Bayside Drive Southbound Coast Highway Westbound Bayside Drive Northbound Coast Highway Eastbound Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:30 16:30 13 3 7 0 23 6 676 12 3 697 12 3 105 0 120 107 519 8 2 636 1476 16:45 9 2 4 0 15 12 558 19 4 593 10 6 113 0 129 99 393 7 2 501 1238 17:00 16 2 4 0 22 8 737 20 7 772 3 6 122 0 131 103 464 7 1 575 1500 17:15 6 2 10 0 18 4 721 21 4 750 14 2 109 0 125 86 405 8 1 500 1393 Total Volume 44 9 25 0 78 30 2692 72 18 2812 39 17 449 0 505 395 1781 30 6 2212 5607 % App. Total 56.4 11.5 32.1 0 1.1 95.7 2.6 0.6 7.7 3.4 88.9 0 17.9 80.5 1.4 0.3 PHF .688 .750 .625 .000 .848 .625 .913 .857 .643 .911 .696 .708 .920 .000 .964 .923 .858 .938 .750 .869 .935 Bayside Drive C o a s t H i g h w a y C o a s t H i g h w a y Bayside Drive Right 44 Thru 9 Left 25 U-Turn 0 InOut Total 77 78 155 Rig h t 30 Th r u 26 9 2 Le f t 72 U- T u r n 18 Ou t To t a l In 18 4 5 28 1 2 46 5 7 Left 449 Thru 17 Right 39 U-Turn 0 Out TotalIn 476 505 981 Le f t 30 Th r u 17 8 1 Ri g h t 39 5 U- T u r n 6 To t a l Ou t In 31 8 5 22 1 2 53 9 7 Peak Hour Begins at 16:30 Turning Movement Count Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 ------ ----r--- I I I I I ◄ I I ► T 11 t .... t ~ - - 11 ► ◄ ~ I - ,j, ,j, -n - ~ - ..... ~ ➔ I I I --___L_ -- ------ File Name : CH5055 Site Code : 00000000 Start Date : 2/16/2023 Page No : 1 City : Newport Beach N-S Direction : Jamboree Rd E-W Direction: Coast Hwy Groups Printed- Turning Movement Count Jamboree Road Southbound Coast Highway Westbound Jamboree Road Northbound Coast Highway Eastbound Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Int. Total 07:00 68 42 26 0 8 82 11 1 5 44 0 0 1 228 105 0 621 07:15 97 48 23 0 15 103 16 0 7 36 1 0 1 294 145 1 787 07:30 93 55 27 0 18 101 17 0 18 46 0 0 0 321 155 0 851 07:45 146 54 44 0 18 163 17 0 16 76 1 0 1 338 200 0 1074 Total 404 199 120 0 59 449 61 1 46 202 2 0 3 1181 605 1 3333 08:00 155 67 24 0 22 165 21 0 16 81 5 0 0 370 173 0 1099 08:15 190 68 40 0 24 171 19 0 14 53 2 0 1 392 178 0 1152 08:30 157 46 32 0 18 175 17 0 15 67 5 0 1 389 173 0 1095 08:45 197 73 46 0 21 187 23 0 13 54 4 0 3 432 174 1 1228 Total 699 254 142 0 85 698 80 0 58 255 16 0 5 1583 698 1 4574 *** BREAK *** 16:30 252 75 25 0 34 397 34 2 9 55 0 0 1 309 176 0 1369 16:45 247 96 26 0 37 360 20 1 19 67 4 0 3 283 168 1 1332 Total 499 171 51 0 71 757 54 3 28 122 4 0 4 592 344 1 2701 17:00 256 91 20 0 45 448 23 2 23 71 3 0 0 271 147 3 1403 17:15 283 75 30 0 41 455 20 1 8 56 6 0 2 306 189 2 1474 17:30 224 87 25 0 36 340 22 0 14 58 3 0 4 272 153 3 1241 17:45 259 90 22 0 35 370 22 0 26 63 13 0 1 270 130 1 1302 Total 1022 343 97 0 157 1613 87 3 71 248 25 0 7 1119 619 9 5420 18:00 217 83 31 0 37 291 14 1 14 46 2 0 2 235 176 3 1152 18:15 187 57 32 0 34 311 27 1 13 47 7 0 1 232 123 0 1072 Grand Total 3028 1107 473 0 443 4119 323 9 230 920 56 0 22 4942 2565 15 18252 Apprch %65.7 24 10.3 0 9.1 84.2 6.6 0.2 19.1 76.3 4.6 0 0.3 65.5 34 0.2 Total %16.6 6.1 2.6 0 2.4 22.6 1.8 0 1.3 5 0.3 0 0.1 27.1 14.1 0.1 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I File Name : CH5055 Site Code : 00000000 Start Date : 2/16/2023 Page No : 2 City : Newport Beach N-S Direction : Jamboree Rd E-W Direction: Coast Hwy Jamboree Road Southbound Coast Highway Westbound Jamboree Road Northbound Coast Highway Eastbound Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 155 67 24 0 246 22 165 21 0 208 16 81 5 0 102 0 370 173 0 543 1099 08:15 190 68 40 0 298 24 171 19 0 214 14 53 2 0 69 1 392 178 0 571 1152 08:30 157 46 32 0 235 18 175 17 0 210 15 67 5 0 87 1 389 173 0 563 1095 08:45 197 73 46 0 316 21 187 23 0 231 13 54 4 0 71 3 432 174 1 610 1228 Total Volume 699 254 142 0 1095 85 698 80 0 863 58 255 16 0 329 5 1583 698 1 2287 4574 % App. Total 63.8 23.2 13 0 9.8 80.9 9.3 0 17.6 77.5 4.9 0 0.2 69.2 30.5 0 PHF .887 .870 .772 .000 .866 .885 .933 .870 .000 .934 .906 .787 .800 .000 .806 .417 .916 .980 .250 .937 .931 Jamboree Road C o a s t H i g h w a y C o a s t H i g h w a y Jamboree Road Right 699 Thru 254 Left 142 U-Turn 0 InOut Total 1038 1095 2133 Rig h t 85 Th r u 69 8 Le f t 80 U- T u r n 0 Ou t To t a l In 17 8 3 86 3 26 4 6 Left 16 Thru 255 Right 58 U-Turn 0 Out TotalIn 339 329 668 Le f t 69 8 Th r u 15 8 3 Ri g h t 5 U- T u r n 1 To t a l Ou t In 14 1 3 22 8 7 37 0 0 Peak Hour Begins at 08:00 Turning Movement Count Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I ◄ I I ► .., LJ -- _j .... t_ --- Li- ______. ◄---- I - LJ 7, + - ~ - ~ - .... ◄ I ► I I I I File Name : CH5055 Site Code : 00000000 Start Date : 2/16/2023 Page No : 3 City : Newport Beach N-S Direction : Jamboree Rd E-W Direction: Coast Hwy Jamboree Road Southbound Coast Highway Westbound Jamboree Road Northbound Coast Highway Eastbound Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:30 16:30 252 75 25 0 352 34 397 34 2 467 9 55 0 0 64 1 309 176 0 486 1369 16:45 247 96 26 0 369 37 360 20 1 418 19 67 4 0 90 3 283 168 1 455 1332 17:00 256 91 20 0 367 45 448 23 2 518 23 71 3 0 97 0 271 147 3 421 1403 17:15 283 75 30 0 388 41 455 20 1 517 8 56 6 0 70 2 306 189 2 499 1474 Total Volume 1038 337 101 0 1476 157 1660 97 6 1920 59 249 13 0 321 6 1169 680 6 1861 5578 % App. Total 70.3 22.8 6.8 0 8.2 86.5 5.1 0.3 18.4 77.6 4 0 0.3 62.8 36.5 0.3 PHF .917 .878 .842 .000 .951 .872 .912 .713 .750 .927 .641 .877 .542 .000 .827 .500 .946 .899 .500 .932 .946 Jamboree Road C o a s t H i g h w a y C o a s t H i g h w a y Jamboree Road Right 1038 Thru 337 Left 101 U-Turn 0 InOut Total 1086 1476 2562 Ri g h t 15 7 Th r u 16 6 0 Le f t 97 U- T u r n 6 Ou t To t a l In 13 2 9 19 2 0 32 4 9 Left 13 Thru 249 Right 59 U-Turn 0 Out TotalIn 440 321 761 Le f t 68 0 Th r u 11 6 9 Rig h t 6 U- T u r n 6 To t a l Ou t In 27 1 1 18 6 1 45 7 2 Peak Hour Begins at 16:30 Turning Movement Count Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I ._J 4 T LJ ~ ~ - _j .... t_ - - Li- ___. t--- I - LJ ~~ 7, + -- - .... ◄ I ► I I I I File Name : CH5330 Site Code : 00000000 Start Date : 2/16/2023 Page No : 1 City : Newport Beach N-S Direction : Newport Center Dr E-W Direction: Coast Hwy Groups Printed- Turning Movement Count Newport Center Drive Southbound Coast Highway Westbound Dead End Northbound Coast Highway Eastbound Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Int. Total 07:00 6 0 4 0 13 128 0 0 0 0 0 0 0 179 27 0 357 07:15 7 0 5 0 14 131 0 0 0 0 0 0 0 281 44 0 482 07:30 19 0 2 0 11 152 0 0 0 0 0 0 0 322 58 0 564 07:45 11 0 12 0 24 240 0 0 0 0 0 0 0 382 94 0 763 Total 43 0 23 0 62 651 0 0 0 0 0 0 0 1164 223 0 2166 08:00 20 0 8 0 19 227 0 0 0 0 0 0 0 339 86 0 699 08:15 17 0 7 0 28 230 0 0 0 0 0 0 0 372 88 0 742 08:30 30 0 7 0 20 224 0 0 0 0 0 0 0 337 77 0 695 08:45 38 0 10 0 30 225 0 0 0 0 0 0 0 422 102 0 827 Total 105 0 32 0 97 906 0 0 0 0 0 0 0 1470 353 0 2963 *** BREAK *** 16:30 141 0 29 0 25 360 0 0 0 0 0 0 0 300 60 0 915 16:45 122 0 24 0 23 387 0 0 0 0 0 0 0 274 81 0 911 Total 263 0 53 0 48 747 0 0 0 0 0 0 0 574 141 0 1826 17:00 170 0 36 0 31 450 0 0 0 0 0 0 0 272 54 0 1013 17:15 146 0 30 0 21 371 0 0 0 0 0 0 0 294 49 1 912 17:30 122 0 21 0 23 371 0 0 0 0 0 0 0 282 62 0 881 17:45 97 0 27 1 30 353 0 0 0 0 0 0 0 242 57 0 807 Total 535 0 114 1 105 1545 0 0 0 0 0 0 0 1090 222 1 3613 18:00 120 0 33 0 29 293 0 0 0 0 0 0 0 229 62 0 766 18:15 84 0 23 0 25 310 0 0 0 0 0 0 0 264 56 0 762 Grand Total 1150 0 278 1 366 4452 0 0 0 0 0 0 0 4791 1057 1 12096 Apprch %80.5 0 19.5 0.1 7.6 92.4 0 0 0 0 0 0 0 81.9 18.1 0 Total %9.5 0 2.3 0 3 36.8 0 0 0 0 0 0 0 39.6 8.7 0 Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I File Name : CH5330 Site Code : 00000000 Start Date : 2/16/2023 Page No : 2 City : Newport Beach N-S Direction : Newport Center Dr E-W Direction: Coast Hwy Newport Center Drive Southbound Coast Highway Westbound Dead End Northbound Coast Highway Eastbound Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 20 0 8 0 28 19 227 0 0 246 0 0 0 0 0 0 339 86 0 425 699 08:15 17 0 7 0 24 28 230 0 0 258 0 0 0 0 0 0 372 88 0 460 742 08:30 30 0 7 0 37 20 224 0 0 244 0 0 0 0 0 0 337 77 0 414 695 08:45 38 0 10 0 48 30 225 0 0 255 0 0 0 0 0 0 422 102 0 524 827 Total Volume 105 0 32 0 137 97 906 0 0 1003 0 0 0 0 0 0 1470 353 0 1823 2963 % App. Total 76.6 0 23.4 0 9.7 90.3 0 0 0 0 0 0 0 80.6 19.4 0 PHF .691 .000 .800 .000 .714 .808 .985 .000 .000 .972 .000 .000 .000 .000 .000 .000 .871 .865 .000 .870 .896 Newport Center Drive C o a s t H i g h w a y C o a s t H i g h w a y Dead End Right 105 Thru 0 Left 32 U-Turn 0 InOut Total 450 137 587 Rig h t 97 Th r u 90 6 Le f t 0 U- T u r n 0 Ou t To t a l In 15 0 2 10 0 3 25 0 5 Left 0 Thru 0 Right 0 U-Turn 0 Out TotalIn 0 0 0 Le f t 35 3 Th r u 14 7 0 Ri g h t 0 U- T u r n 0 To t a l Ou t In 10 1 1 18 2 3 28 3 4 Peak Hour Begins at 08:00 Turning Movement Count Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I ◄ I I ► .., LJ -- _j .... t_ --- Li- ______. ◄---- I - LJ 7, + - ~ - ~ - .... ◄ I ► I I I I File Name : CH5330 Site Code : 00000000 Start Date : 2/16/2023 Page No : 3 City : Newport Beach N-S Direction : Newport Center Dr E-W Direction: Coast Hwy Newport Center Drive Southbound Coast Highway Westbound Dead End Northbound Coast Highway Eastbound Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:30 16:30 141 0 29 0 170 25 360 0 0 385 0 0 0 0 0 0 300 60 0 360 915 16:45 122 0 24 0 146 23 387 0 0 410 0 0 0 0 0 0 274 81 0 355 911 17:00 170 0 36 0 206 31 450 0 0 481 0 0 0 0 0 0 272 54 0 326 1013 17:15 146 0 30 0 176 21 371 0 0 392 0 0 0 0 0 0 294 49 1 344 912 Total Volume 579 0 119 0 698 100 1568 0 0 1668 0 0 0 0 0 0 1140 244 1 1385 3751 % App. Total 83 0 17 0 6 94 0 0 0 0 0 0 0 82.3 17.6 0.1 PHF .851 .000 .826 .000 .847 .806 .871 .000 .000 .867 .000 .000 .000 .000 .000 .000 .950 .753 .250 .962 .926 Newport Center Drive C o a s t H i g h w a y C o a s t H i g h w a y Dead End Right 579 Thru 0 Left 119 U-Turn 0 InOut Total 344 698 1042 Ri g h t 10 0 Th r u 15 6 8 Le f t 0 U- T u r n 0 Ou t To t a l In 12 5 9 16 6 8 29 2 7 Left 0 Thru 0 Right 0 U-Turn 0 Out TotalIn 0 0 0 Le f t 24 4 Th r u 11 4 0 Rig h t 0 U- T u r n 1 To t a l Ou t In 21 4 7 13 8 5 35 3 2 Peak Hour Begins at 16:30 Turning Movement Count Peak Hour Data North Transportation Studies, Inc 2640 Walnut Avenue, Suite L Tustin, CA. 92780 I I I I I I ._J 4 T LJ ~ ~ - _j .... t_ - - Li- ___. t--- I - LJ ~~ 7, + -- - .... ◄ I ► I I I I TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx «12/18/24» APPENDIX B ICU WORKSHEETS LSA Existing AM Tue Dec 10, 2024 17:15:25 Page 1-1 -------------------------------------------------------------------------------- --------------------------------------------------------------------------------Scenario Report Scenario:Existing AM Command:Default Command Volume:Existing AM Geometry:Default Geometry Impact Fee:Default Impact FeeTrip Generation: Default Trip Generation Trip Distribution: Default Trip DistributionPaths:Default Path Routes:Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Tue Dec 10, 2024 17:15:27 Page 2-1 -------------------------------------------------------------------------------- --------------------------------------------------------------------------------Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Jamboree Rd/Eastbluff Dr-Ford B xxxxx 0.679 B xxxxx 0.679 + 0.000 V/C # 2 Jamboree Rd/San Joaquin Hills A xxxxx 0.551 A xxxxx 0.551 + 0.000 V/C # 3 Jamboree Rd/Santa Barbara Dr A xxxxx 0.441 A xxxxx 0.441 + 0.000 V/C # 4 Jamboree Rd/Hyatt Regency-Isla A xxxxx 0.297 A xxxxx 0.297 + 0.000 V/C # 5 Bayside Dr/Coast Hwy B xxxxx 0.614 B xxxxx 0.614 + 0.000 V/C # 6 Jamboree Rd/Coast Hwy A xxxxx 0.464 A xxxxx 0.464 + 0.000 V/C # 7 Newport Center Dr/Coast Hwy A xxxxx 0.319 A xxxxx 0.319 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Tue Dec 10, 2024 17:15:28 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Jamboree Rd/Eastbluff Dr-Ford Rd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.679 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 71 Level Of Service: B ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 516 929 99 52 1458 101 187 250 423 169 394 15 Growth 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 Initial Bse: 516 929 99 52 1458 101 187 250 423 169 394 15 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 516 929 99 52 1458 101 187 250 0 169 394 15 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 516 929 99 52 1458 101 187 250 0 169 394 15 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 516 929 99 52 1458 101 187 250 0 169 394 15 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.71 0.29 1.00 3.00 1.00 1.28 1.72 1.00 1.00 2.00 1.00 Final Sat.: 3200 4338 462 1600 4800 1600 2054 2746 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.16 0.21 0.21 0.03 0.30 0.06 0.09 0.09 0.00 0.11 0.12 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Tue Dec 10, 2024 17:15:30 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Jamboree Rd/San Joaquin Hills Rd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.551 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 51 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 28 965 172 753 1320 79 228 38 46 138 21 31 Growth 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 Initial Bse: 28 965 172 753 1320 79 228 38 46 138 21 31 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 28 965 0 753 1320 0 228 38 46 138 21 31 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 28 965 0 753 1320 0 228 38 46 138 21 31 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 28 965 0 753 1320 0 228 38 46 138 21 31 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.20 0.00 0.24 0.28 0.00 0.07 0.02 0.03 0.04 0.01 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Tue Dec 10, 2024 17:15:32 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Jamboree Rd/Santa Barbara Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.441 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 41 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 5 1024 161 409 1030 20 50 4 6 45 6 109 Growth 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 Initial Bse: 5 1024 161 409 1030 20 50 4 6 45 6 109 User 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 PHF 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 PHF Volume: 5 1024 161 409 1030 20 50 4 6 45 6 109 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 5 1024 161 409 1030 20 50 4 6 45 6 109 PCE 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 MLF 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 FinalVolume: 5 1024 161 409 1030 20 50 4 6 45 6 109 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.76 0.24 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 2824 376 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.21 0.10 0.13 0.21 0.01 0.03 0.00 0.00 0.02 0.02 0.07 Crit Moves: **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Tue Dec 10, 2024 17:15:34 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Jamboree Rd/Hyatt Regency-Island Lagoon ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.297 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 26 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 1 0 2 1 0 1 0 0 1 0 1 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 37 1112 4 15 1167 42 35 0 23 9 0 5 Growth 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 Initial Bse: 37 1112 4 15 1167 42 35 0 23 9 0 5 User 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 PHF 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 PHF Volume: 37 1112 4 15 1167 42 35 0 23 9 0 5 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 37 1112 4 15 1167 42 35 0 23 9 0 5 PCE 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 MLF 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 FinalVolume: 37 1112 4 15 1167 42 35 0 23 9 0 5 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 1.00 2.90 0.10 1.00 0.00 1.00 1.00 0.00 1.00 Final Sat.: 1600 4800 1600 1600 4633 167 1600 0 1600 1600 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.23 0.00 0.01 0.25 0.25 0.02 0.00 0.01 0.01 0.00 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Tue Dec 10, 2024 17:15:37 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.614 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 59 Level Of Service: B ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 316 11 32 20 3 31 34 2319 417 58 1368 9 Growth 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 Initial Bse: 316 11 32 20 3 31 34 2319 417 58 1368 9 User 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 PHF 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 PHF Volume: 316 11 32 20 3 31 34 2319 417 58 1368 9 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 316 11 32 20 3 31 34 2319 417 58 1368 9 PCE 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 MLF 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 FinalVolume: 316 11 32 20 3 31 34 2319 417 58 1368 9 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.64 0.09 0.27 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.97 0.03 Final Sat.: 4225 147 428 1600 1600 1600 1600 4800 1600 1600 6358 42 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.07 0.07 0.07 0.01 0.00 0.02 0.02 0.48 0.26 0.04 0.22 0.22 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Tue Dec 10, 2024 17:15:38 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.464 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 43 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 16 258 59 143 257 706 706 1599 5 81 696 86 Growth 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 Initial Bse: 16 258 59 143 257 706 706 1599 5 81 696 86 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 16 258 59 143 257 0 706 1599 5 81 696 86 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 258 59 143 257 0 706 1599 5 81 696 86 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 16 258 59 143 257 0 706 1599 5 81 696 86 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.63 0.37 1.00 2.00 1.00 3.00 3.99 0.01 2.00 4.00 1.00 Final Sat.: 1600 2604 596 1600 3200 1600 4800 6380 20 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.10 0.10 0.09 0.08 0.00 0.15 0.25 0.25 0.03 0.11 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Tue Dec 10, 2024 17:15:40 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Newport Center Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.319 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 27 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 32 0 105 357 1485 0 0 915 98 Growth 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 Initial Bse: 0 0 0 32 0 105 357 1485 0 0 915 98 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 32 0 0 357 1485 0 0 915 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 32 0 0 357 1485 0 0 915 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 32 0 0 357 1485 0 0 915 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.01 0.00 0.00 0.11 0.31 0.00 0.00 0.19 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Tue Dec 10, 2024 15:43:32 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Existing PM Command: Default Command Volume: Existing PM Geometry: Default Geometry Impact Fee: Default Impact FeeTrip Generation: Default Trip Generation Trip Distribution: Default Trip DistributionPaths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Tue Dec 10, 2024 15:43:34 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Jamboree Rd/Eastbluff Dr-Ford A xxxxx 0.526 A xxxxx 0.526 + 0.000 V/C # 2 Jamboree Rd/San Joaquin Hills A xxxxx 0.496 A xxxxx 0.496 + 0.000 V/C # 3 Jamboree Rd/Santa Barbara Dr A xxxxx 0.503 A xxxxx 0.503 + 0.000 V/C # 4 Jamboree Rd/Hyatt Regency-Isla A xxxxx 0.415 A xxxxx 0.415 + 0.000 V/C # 5 Bayside Dr/Coast Hwy A xxxxx 0.585 A xxxxx 0.585 + 0.000 V/C # 6 Jamboree Rd/Coast Hwy A xxxxx 0.567 A xxxxx 0.567 + 0.000 V/C # 7 Newport Center Dr/Coast Hwy A xxxxx 0.444 A xxxxx 0.444 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Tue Dec 10, 2024 15:43:35 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Jamboree Rd/Eastbluff Dr-Ford Rd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.526 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 48 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 317 1590 205 48 1308 73 61 159 292 195 153 28 Growth 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 Initial Bse: 317 1590 205 48 1308 73 61 159 292 195 153 28 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 317 1590 205 48 1308 73 61 159 0 195 153 28 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 317 1590 205 48 1308 73 61 159 0 195 153 28 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 317 1590 205 48 1308 73 61 159 0 195 153 28 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.66 0.34 1.00 3.00 1.00 1.00 2.00 1.00 1.68 1.32 1.00 Final Sat.: 3200 4252 548 1600 4800 1600 1600 3200 1600 2690 2110 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.10 0.37 0.37 0.03 0.27 0.05 0.04 0.05 0.00 0.07 0.07 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Tue Dec 10, 2024 15:43:36 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Jamboree Rd/San Joaquin Hills Rd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.496 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 45 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 78 1284 116 439 1218 164 95 37 23 196 45 33 Growth 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 Initial Bse: 78 1284 116 439 1218 164 95 37 23 196 45 33 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 78 1284 0 439 1218 0 95 37 23 196 45 33 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 78 1284 0 439 1218 0 95 37 23 196 45 33 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 78 1284 0 439 1218 0 95 37 23 196 45 33 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.05 0.27 0.00 0.14 0.25 0.00 0.03 0.02 0.01 0.06 0.03 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Tue Dec 10, 2024 15:43:37 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Jamboree Rd/Santa Barbara Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.503 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 46 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 19 1029 115 192 1287 29 14 5 12 238 7 343 Growth 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 Initial Bse: 19 1029 115 192 1287 29 14 5 12 238 7 343 User 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 PHF 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 PHF Volume: 19 1029 115 192 1287 29 14 5 12 238 7 343 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 19 1029 115 192 1287 29 14 5 12 238 7 343 PCE 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 MLF 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 FinalVolume: 19 1029 115 192 1287 29 14 5 12 238 7 343 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.94 0.06 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 3109 91 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.21 0.07 0.06 0.27 0.02 0.01 0.00 0.01 0.08 0.08 0.21 Crit Moves: **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Tue Dec 10, 2024 15:43:38 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Jamboree Rd/Hyatt Regency-Island Lagoon ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.415 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 32 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 1 0 2 1 0 1 0 0 1 0 1 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 27 1088 17 20 1757 47 27 0 37 7 0 9 Growth 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 Initial Bse: 27 1088 17 20 1757 47 27 0 37 7 0 9 User 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 PHF 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 PHF Volume: 27 1088 17 20 1757 47 27 0 37 7 0 9 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 27 1088 17 20 1757 47 27 0 37 7 0 9 PCE 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 MLF 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 FinalVolume: 27 1088 17 20 1757 47 27 0 37 7 0 9 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 1.00 2.92 0.08 1.00 0.00 1.00 1.00 0.00 1.00 Final Sat.: 1600 4800 1600 1600 4675 125 1600 0 1600 1600 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.23 0.01 0.01 0.38 0.38 0.02 0.00 0.02 0.00 0.00 0.01 Crit Moves: **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Tue Dec 10, 2024 15:43:39 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.585 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 55 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 449 17 39 25 9 44 36 1799 399 91 2719 30 Growth 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 Initial Bse: 449 17 39 25 9 44 36 1799 399 91 2719 30 User 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 PHF 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 PHF Volume: 449 17 39 25 9 44 36 1799 399 91 2719 30 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 449 17 39 25 9 44 36 1799 399 91 2719 30 PCE 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 MLF 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 FinalVolume: 449 17 39 25 9 44 36 1799 399 91 2719 30 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.67 0.10 0.23 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.96 0.04 Final Sat.: 4268 162 371 1600 1600 1600 1600 4800 1600 1600 6330 70 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.02 0.01 0.03 0.02 0.37 0.25 0.06 0.43 0.43 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Tue Dec 10, 2024 15:43:40 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.567 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 53 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 13 251 60 102 340 1048 693 1181 6 104 1677 159 Growth 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 Initial Bse: 13 251 60 102 340 1048 693 1181 6 104 1677 159 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 13 251 60 102 340 0 693 1181 6 104 1677 159 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 13 251 60 102 340 0 693 1181 6 104 1677 159 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 13 251 60 102 340 0 693 1181 6 104 1677 159 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.61 0.39 1.00 2.00 1.00 3.00 3.98 0.02 2.00 4.00 1.00 Final Sat.: 1600 2583 617 1600 3200 1600 4800 6368 32 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.10 0.10 0.06 0.11 0.00 0.14 0.19 0.19 0.03 0.26 0.10 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Tue Dec 10, 2024 15:43:42 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Newport Center Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.444 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 33 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 119 0 579 247 1151 0 0 1584 101 Growth 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 Initial Bse: 0 0 0 119 0 579 247 1151 0 0 1584 101 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 119 0 0 247 1151 0 0 1584 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 119 0 0 247 1151 0 0 1584 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 119 0 0 247 1151 0 0 1584 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.00 0.08 0.24 0.00 0.00 0.33 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 AM Tue Dec 10, 2024 15:44:39 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Future Year 2026 AM Command: Default Command Volume: Future Year AM Geometry: Default Geometry Impact Fee: Default Impact FeeTrip Generation: Default Trip Generation Trip Distribution: Default Trip DistributionPaths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 AM Tue Dec 10, 2024 15:44:40 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Jamboree Rd/Eastbluff Dr-Ford B xxxxx 0.698 B xxxxx 0.698 + 0.000 V/C # 2 Jamboree Rd/San Joaquin Hills A xxxxx 0.578 A xxxxx 0.578 + 0.000 V/C # 3 Jamboree Rd/Santa Barbara Dr A xxxxx 0.455 A xxxxx 0.455 + 0.000 V/C # 4 Jamboree Rd/Hyatt Regency-Isla A xxxxx 0.311 A xxxxx 0.311 + 0.000 V/C # 5 Bayside Dr/Coast Hwy B xxxxx 0.652 B xxxxx 0.652 + 0.000 V/C # 6 Jamboree Rd/Coast Hwy A xxxxx 0.480 A xxxxx 0.480 + 0.000 V/C # 7 Newport Center Dr/Coast Hwy A xxxxx 0.332 A xxxxx 0.332 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 AM Tue Dec 10, 2024 15:44:41 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Jamboree Rd/Eastbluff Dr-Ford Rd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.698 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 76 Level Of Service: B ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 528 992 101 53 1532 103 187 250 424 169 394 15 Growth 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 Initial Bse: 528 992 101 53 1532 103 187 250 424 169 394 15 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 528 992 101 53 1532 103 187 250 0 169 394 15 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 528 992 101 53 1532 103 187 250 0 169 394 15 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 528 992 101 53 1532 103 187 250 0 169 394 15 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.72 0.28 1.00 3.00 1.00 1.28 1.72 1.00 1.00 2.00 1.00 Final Sat.: 3200 4356 444 1600 4800 1600 2054 2746 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.17 0.23 0.23 0.03 0.32 0.06 0.09 0.09 0.00 0.11 0.12 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 AM Tue Dec 10, 2024 15:44:42 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Jamboree Rd/San Joaquin Hills Rd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.578 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 54 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 29 1000 178 812 1354 81 228 38 46 143 21 68 Growth 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 Initial Bse: 29 1000 178 812 1354 81 228 38 46 143 21 68 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 29 1000 0 812 1354 0 228 38 46 143 21 68 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 29 1000 0 812 1354 0 228 38 46 143 21 68 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 29 1000 0 812 1354 0 228 38 46 143 21 68 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.21 0.00 0.25 0.28 0.00 0.07 0.02 0.03 0.04 0.01 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 AM Tue Dec 10, 2024 15:44:44 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Jamboree Rd/Santa Barbara Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.455 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 42 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 5 1056 166 418 1063 20 50 4 6 64 6 117 Growth 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 Initial Bse: 5 1056 166 418 1063 20 50 4 6 64 6 117 User 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 PHF 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 PHF Volume: 5 1056 166 418 1063 20 50 4 6 64 6 117 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 5 1056 166 418 1063 20 50 4 6 64 6 117 PCE 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 MLF 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 FinalVolume: 5 1056 166 418 1063 20 50 4 6 64 6 117 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.83 0.17 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 2926 274 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.22 0.10 0.13 0.22 0.01 0.03 0.00 0.00 0.02 0.02 0.07 Crit Moves: **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 AM Tue Dec 10, 2024 15:44:45 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Jamboree Rd/Hyatt Regency-Island Lagoon ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.311 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 27 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 1 0 2 1 0 1 0 0 1 0 1 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 38 1158 4 15 1232 43 35 0 23 9 0 5 Growth 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 Initial Bse: 38 1158 4 15 1232 43 35 0 23 9 0 5 User 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 PHF 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 PHF Volume: 38 1158 4 15 1232 43 35 0 23 9 0 5 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 38 1158 4 15 1232 43 35 0 23 9 0 5 PCE 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 MLF 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 FinalVolume: 38 1158 4 15 1232 43 35 0 23 9 0 5 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 1.00 2.90 0.10 1.00 0.00 1.00 1.00 0.00 1.00 Final Sat.: 1600 4800 1600 1600 4638 162 1600 0 1600 1600 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.24 0.00 0.01 0.27 0.27 0.02 0.00 0.01 0.01 0.00 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 AM Tue Dec 10, 2024 15:44:46 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.652 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 66 Level Of Service: B ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 318 17 32 38 7 55 74 2412 426 62 1448 25 Growth 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 Initial Bse: 318 17 32 38 7 55 74 2412 426 62 1448 25 User 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 PHF 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 PHF Volume: 318 17 32 38 7 55 74 2412 426 62 1448 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 318 17 32 38 7 55 74 2412 426 62 1448 25 PCE 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 MLF 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 FinalVolume: 318 17 32 38 7 55 74 2412 426 62 1448 25 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.60 0.14 0.26 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4159 222 419 1600 1600 1600 1600 4800 1600 1600 6291 109 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.08 0.08 0.02 0.00 0.03 0.05 0.50 0.27 0.04 0.23 0.23 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 AM Tue Dec 10, 2024 15:44:47 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.480 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 44 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 16 263 60 146 262 762 744 1673 5 83 742 88 Growth 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 Initial Bse: 16 263 60 146 262 762 744 1673 5 83 742 88 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 16 263 60 146 262 0 744 1673 5 83 742 88 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 263 60 146 262 0 744 1673 5 83 742 88 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 16 263 60 146 262 0 744 1673 5 83 742 88 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.63 0.37 1.00 2.00 1.00 3.00 3.99 0.01 2.00 4.00 1.00 Final Sat.: 1600 2606 594 1600 3200 1600 4800 6381 19 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.10 0.10 0.09 0.08 0.00 0.16 0.26 0.26 0.03 0.12 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 AM Tue Dec 10, 2024 15:44:49 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Newport Center Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.332 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 28 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 32 0 114 365 1545 0 0 944 100 Growth 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 Initial Bse: 0 0 0 32 0 114 365 1545 0 0 944 100 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 32 0 0 365 1545 0 0 944 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 32 0 0 365 1545 0 0 944 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 32 0 0 365 1545 0 0 944 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.01 0.00 0.00 0.11 0.32 0.00 0.00 0.20 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PM Tue Dec 10, 2024 15:45:42 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Future Year 2026 PM Command: Default Command Volume: Future Year PM Geometry: Default Geometry Impact Fee: Default Impact FeeTrip Generation: Default Trip Generation Trip Distribution: Default Trip DistributionPaths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PM Tue Dec 10, 2024 15:45:44 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Jamboree Rd/Eastbluff Dr-Ford A xxxxx 0.551 A xxxxx 0.551 + 0.000 V/C # 2 Jamboree Rd/San Joaquin Hills A xxxxx 0.528 A xxxxx 0.528 + 0.000 V/C # 3 Jamboree Rd/Santa Barbara Dr A xxxxx 0.515 A xxxxx 0.515 + 0.000 V/C # 4 Jamboree Rd/Hyatt Regency-Isla A xxxxx 0.431 A xxxxx 0.431 + 0.000 V/C # 5 Bayside Dr/Coast Hwy B xxxxx 0.679 B xxxxx 0.679 + 0.000 V/C # 6 Jamboree Rd/Coast Hwy A xxxxx 0.599 A xxxxx 0.599 + 0.000 V/C # 7 Newport Center Dr/Coast Hwy A xxxxx 0.463 A xxxxx 0.463 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PM Tue Dec 10, 2024 15:45:45 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Jamboree Rd/Eastbluff Dr-Ford Rd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.551 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 51 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 327 1696 211 49 1379 74 61 159 296 197 153 28 Growth 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 Initial Bse: 327 1696 211 49 1379 74 61 159 296 197 153 28 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 327 1696 211 49 1379 74 61 159 0 197 153 28 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 327 1696 211 49 1379 74 61 159 0 197 153 28 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 327 1696 211 49 1379 74 61 159 0 197 153 28 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.67 0.33 1.00 3.00 1.00 1.00 2.00 1.00 1.69 1.31 1.00 Final Sat.: 3200 4269 531 1600 4800 1600 1600 3200 1600 2702 2098 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.10 0.40 0.40 0.03 0.29 0.05 0.04 0.05 0.00 0.07 0.07 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PM Tue Dec 10, 2024 15:45:46 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Jamboree Rd/San Joaquin Hills Rd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.528 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 48 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 80 1325 123 494 1263 167 95 41 23 203 45 108 Growth 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 Initial Bse: 80 1325 123 494 1263 167 95 41 23 203 45 108 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 80 1325 0 494 1263 0 95 41 23 203 45 108 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 80 1325 0 494 1263 0 95 41 23 203 45 108 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 80 1325 0 494 1263 0 95 41 23 203 45 108 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.05 0.28 0.00 0.15 0.26 0.00 0.03 0.03 0.01 0.06 0.03 0.07 Crit Moves: **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PM Tue Dec 10, 2024 15:45:47 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Jamboree Rd/Santa Barbara Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.515 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 47 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 19 1066 126 203 1333 30 14 5 12 245 7 347 Growth 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 Initial Bse: 19 1066 126 203 1333 30 14 5 12 245 7 347 User 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 PHF 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 PHF Volume: 19 1066 126 203 1333 30 14 5 12 245 7 347 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 19 1066 126 203 1333 30 14 5 12 245 7 347 PCE 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 MLF 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 FinalVolume: 19 1066 126 203 1333 30 14 5 12 245 7 347 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.94 0.06 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 3111 89 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.22 0.08 0.06 0.28 0.02 0.01 0.00 0.01 0.08 0.08 0.22 Crit Moves: **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PM Tue Dec 10, 2024 15:45:48 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Jamboree Rd/Hyatt Regency-Island Lagoon ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.431 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 33 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 1 0 2 1 0 1 0 0 1 0 1 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 28 1152 17 20 1829 48 27 0 37 7 0 9 Growth 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 Initial Bse: 28 1152 17 20 1829 48 27 0 37 7 0 9 User 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 PHF 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 PHF Volume: 28 1152 17 20 1829 48 27 0 37 7 0 9 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 28 1152 17 20 1829 48 27 0 37 7 0 9 PCE 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 MLF 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 FinalVolume: 28 1152 17 20 1829 48 27 0 37 7 0 9 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 1.00 2.92 0.08 1.00 0.00 1.00 1.00 0.00 1.00 Final Sat.: 1600 4800 1600 1600 4677 123 1600 0 1600 1600 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.24 0.01 0.01 0.39 0.39 0.02 0.00 0.02 0.00 0.00 0.01 Crit Moves: **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PM Tue Dec 10, 2024 15:45:49 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.679 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 71 Level Of Service: B ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 455 23 39 52 17 96 92 1888 409 104 2842 62 Growth 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 Initial Bse: 455 23 39 52 17 96 92 1888 409 104 2842 62 User 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 PHF 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 PHF Volume: 455 23 39 52 17 96 92 1888 409 104 2842 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 455 23 39 52 17 96 92 1888 409 104 2842 62 PCE 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 MLF 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 FinalVolume: 455 23 39 52 17 96 92 1888 409 104 2842 62 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.64 0.13 0.23 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.91 0.09 Final Sat.: 4224 214 362 1600 1600 1600 1600 4800 1600 1600 6263 137 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.03 0.01 0.06 0.06 0.39 0.26 0.07 0.45 0.45 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PM Tue Dec 10, 2024 15:45:50 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.599 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 57 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 13 256 63 104 349 1106 749 1239 6 108 1779 162 Growth 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 Initial Bse: 13 256 63 104 349 1106 749 1239 6 108 1779 162 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 13 256 63 104 349 0 749 1239 6 108 1779 162 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 13 256 63 104 349 0 749 1239 6 108 1779 162 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 13 256 63 104 349 0 749 1239 6 108 1779 162 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.61 0.39 1.00 2.00 1.00 3.00 3.98 0.02 2.00 4.00 1.00 Final Sat.: 1600 2568 632 1600 3200 1600 4800 6369 31 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.10 0.10 0.07 0.11 0.00 0.16 0.19 0.19 0.03 0.28 0.10 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PM Tue Dec 10, 2024 15:45:52 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Newport Center Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.463 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 35 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 121 0 605 259 1190 0 0 1652 109 Growth 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 Initial Bse: 0 0 0 121 0 605 259 1190 0 0 1652 109 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 121 0 0 259 1190 0 0 1652 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 121 0 0 259 1190 0 0 1652 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 121 0 0 259 1190 0 0 1652 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.00 0.08 0.25 0.00 0.00 0.34 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP AM Tue Dec 10, 2024 15:46:42 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Future Year 2026 PP AM Command: Default Command Volume: Future Year plus Project AM Geometry: Default Geometry Impact Fee: Default Impact FeeTrip Generation: Default Trip Generation Trip Distribution: Default Trip DistributionPaths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP AM Tue Dec 10, 2024 15:46:44 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Jamboree Rd/Eastbluff Dr-Ford C xxxxx 0.703 C xxxxx 0.703 + 0.000 V/C # 2 Jamboree Rd/San Joaquin Hills A xxxxx 0.580 A xxxxx 0.580 + 0.000 V/C # 3 Jamboree Rd/Santa Barbara Dr A xxxxx 0.457 A xxxxx 0.457 + 0.000 V/C # 4 Jamboree Rd/Hyatt Regency-Isla A xxxxx 0.353 A xxxxx 0.353 + 0.000 V/C # 5 Bayside Dr/Coast Hwy B xxxxx 0.656 B xxxxx 0.656 + 0.000 V/C # 6 Jamboree Rd/Coast Hwy A xxxxx 0.487 A xxxxx 0.487 + 0.000 V/C # 7 Newport Center Dr/Coast Hwy A xxxxx 0.333 A xxxxx 0.333 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP AM Tue Dec 10, 2024 15:46:45 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Jamboree Rd/Eastbluff Dr-Ford Rd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.703 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 77 Level Of Service: C ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 528 1002 101 53 1556 103 187 250 424 169 394 15 Growth 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 Initial Bse: 528 1002 101 53 1556 103 187 250 424 169 394 15 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 528 1002 101 53 1556 103 187 250 0 169 394 15 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 528 1002 101 53 1556 103 187 250 0 169 394 15 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 528 1002 101 53 1556 103 187 250 0 169 394 15 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.73 0.27 1.00 3.00 1.00 1.28 1.72 1.00 1.00 2.00 1.00 Final Sat.: 3200 4360 440 1600 4800 1600 2054 2746 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.17 0.23 0.23 0.03 0.32 0.06 0.09 0.09 0.00 0.11 0.12 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP AM Tue Dec 10, 2024 15:46:48 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Jamboree Rd/San Joaquin Hills Rd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.580 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 54 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 29 1010 178 812 1378 81 228 38 46 143 21 68 Growth 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 Initial Bse: 29 1010 178 812 1378 81 228 38 46 143 21 68 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 29 1010 0 812 1378 0 228 38 46 143 21 68 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 29 1010 0 812 1378 0 228 38 46 143 21 68 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 29 1010 0 812 1378 0 228 38 46 143 21 68 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.02 0.21 0.00 0.25 0.29 0.00 0.07 0.02 0.03 0.04 0.01 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP AM Tue Dec 10, 2024 15:46:50 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Jamboree Rd/Santa Barbara Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.457 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 42 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 5 1066 166 418 1087 20 50 4 6 64 6 117 Growth 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 Initial Bse: 5 1066 166 418 1087 20 50 4 6 64 6 117 User 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 PHF 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 PHF Volume: 5 1066 166 418 1087 20 50 4 6 64 6 117 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 5 1066 166 418 1087 20 50 4 6 64 6 117 PCE 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 MLF 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 FinalVolume: 5 1066 166 418 1087 20 50 4 6 64 6 117 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.83 0.17 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 2926 274 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.22 0.10 0.13 0.23 0.01 0.03 0.00 0.00 0.02 0.02 0.07 Crit Moves: **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP AM Tue Dec 10, 2024 15:46:52 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Jamboree Rd/Hyatt Regency-Island Lagoon ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.353 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 29 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 1 0 2 1 0 1 0 0 1 0 1 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 82 1158 4 15 1232 67 45 0 41 9 0 5 Growth 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 Initial Bse: 82 1158 4 15 1232 67 45 0 41 9 0 5 User 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 PHF 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 PHF Volume: 82 1158 4 15 1232 67 45 0 41 9 0 5 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 82 1158 4 15 1232 67 45 0 41 9 0 5 PCE 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 MLF 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 FinalVolume: 82 1158 4 15 1232 67 45 0 41 9 0 5 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 1.00 2.85 0.15 1.00 0.00 1.00 1.00 0.00 1.00 Final Sat.: 1600 4800 1600 1600 4552 248 1600 0 1600 1600 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.05 0.24 0.00 0.01 0.27 0.27 0.03 0.00 0.03 0.01 0.00 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP AM Tue Dec 10, 2024 15:46:55 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.656 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 66 Level Of Service: B ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 318 17 32 38 7 55 74 2432 426 62 1456 25 Growth 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 Initial Bse: 318 17 32 38 7 55 74 2432 426 62 1456 25 User 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 PHF 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 PHF Volume: 318 17 32 38 7 55 74 2432 426 62 1456 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 318 17 32 38 7 55 74 2432 426 62 1456 25 PCE 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 MLF 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 FinalVolume: 318 17 32 38 7 55 74 2432 426 62 1456 25 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.60 0.14 0.26 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.93 0.07 Final Sat.: 4159 222 419 1600 1600 1600 1600 4800 1600 1600 6292 108 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.08 0.08 0.08 0.02 0.00 0.03 0.05 0.51 0.27 0.04 0.23 0.23 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP AM Tue Dec 10, 2024 15:46:57 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.487 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 44 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 16 270 60 153 265 770 764 1673 5 83 742 105 Growth 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 Initial Bse: 16 270 60 153 265 770 764 1673 5 83 742 105 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 16 270 60 153 265 0 764 1673 5 83 742 105 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 270 60 153 265 0 764 1673 5 83 742 105 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 16 270 60 153 265 0 764 1673 5 83 742 105 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.64 0.36 1.00 2.00 1.00 3.00 3.99 0.01 2.00 4.00 1.00 Final Sat.: 1600 2618 582 1600 3200 1600 4800 6381 19 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.10 0.10 0.10 0.08 0.00 0.16 0.26 0.26 0.03 0.12 0.07 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP AM Tue Dec 10, 2024 15:46:59 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Newport Center Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.333 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 28 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 32 0 114 365 1552 0 0 961 100 Growth 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 Initial Bse: 0 0 0 32 0 114 365 1552 0 0 961 100 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 32 0 0 365 1552 0 0 961 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 32 0 0 365 1552 0 0 961 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 32 0 0 365 1552 0 0 961 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.01 0.00 0.00 0.11 0.32 0.00 0.00 0.20 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP PM Tue Dec 10, 2024 15:47:44 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Scenario Report Scenario: Future Year 2026 PP PM Command: Default Command Volume: Future Year plus Project PM Geometry: Default Geometry Impact Fee: Default Impact FeeTrip Generation: Default Trip Generation Trip Distribution: Default Trip DistributionPaths: Default Path Routes: Default Route Configuration: Default Configuration Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP PM Tue Dec 10, 2024 15:47:45 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 1 Jamboree Rd/Eastbluff Dr-Ford A xxxxx 0.551 A xxxxx 0.551 + 0.000 V/C # 2 Jamboree Rd/San Joaquin Hills A xxxxx 0.528 A xxxxx 0.528 + 0.000 V/C # 3 Jamboree Rd/Santa Barbara Dr A xxxxx 0.517 A xxxxx 0.517 + 0.000 V/C # 4 Jamboree Rd/Hyatt Regency-Isla A xxxxx 0.446 A xxxxx 0.446 + 0.000 V/C # 5 Bayside Dr/Coast Hwy B xxxxx 0.679 B xxxxx 0.679 + 0.000 V/C # 6 Jamboree Rd/Coast Hwy B xxxxx 0.603 B xxxxx 0.603 + 0.000 V/C # 7 Newport Center Dr/Coast Hwy A xxxxx 0.464 A xxxxx 0.464 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP PM Tue Dec 10, 2024 15:47:46 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Jamboree Rd/Eastbluff Dr-Ford Rd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.551 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 51 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 2 1 0 1 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 327 1698 211 49 1389 74 61 159 296 197 153 28 Growth 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 Initial Bse: 327 1698 211 49 1389 74 61 159 296 197 153 28 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 327 1698 211 49 1389 74 61 159 0 197 153 28 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 327 1698 211 49 1389 74 61 159 0 197 153 28 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 327 1698 211 49 1389 74 61 159 0 197 153 28 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.67 0.33 1.00 3.00 1.00 1.00 2.00 1.00 1.69 1.31 1.00 Final Sat.: 3200 4269 531 1600 4800 1600 1600 3200 1600 2702 2098 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.10 0.40 0.40 0.03 0.29 0.05 0.04 0.05 0.00 0.07 0.07 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP PM Tue Dec 10, 2024 15:47:47 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Jamboree Rd/San Joaquin Hills Rd ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.528 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 48 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 1 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 80 1327 123 494 1273 167 95 41 23 203 45 108 Growth 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 Initial Bse: 80 1327 123 494 1273 167 95 41 23 203 45 108 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 80 1327 0 494 1273 0 95 41 23 203 45 108 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 80 1327 0 494 1273 0 95 41 23 203 45 108 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 80 1327 0 494 1273 0 95 41 23 203 45 108 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 3200 1600 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.05 0.28 0.00 0.15 0.27 0.00 0.03 0.03 0.01 0.06 0.03 0.07 Crit Moves: **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP PM Tue Dec 10, 2024 15:47:49 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Jamboree Rd/Santa Barbara Dr ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.517 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 47 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 0 1 0 1 1 1 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 19 1068 126 203 1343 30 14 5 12 245 7 347 Growth 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 Initial Bse: 19 1068 126 203 1343 30 14 5 12 245 7 347 User 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 PHF 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 PHF Volume: 19 1068 126 203 1343 30 14 5 12 245 7 347 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 19 1068 126 203 1343 30 14 5 12 245 7 347 PCE 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 MLF 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 FinalVolume: 19 1068 126 203 1343 30 14 5 12 245 7 347 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 1.00 1.00 1.00 1.94 0.06 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 1600 1600 1600 3111 89 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.22 0.08 0.06 0.28 0.02 0.01 0.00 0.01 0.08 0.08 0.22 Crit Moves: **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP PM Tue Dec 10, 2024 15:47:50 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Jamboree Rd/Hyatt Regency-Island Lagoon ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.446 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 34 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 3 0 1 1 0 2 1 0 1 0 0 1 0 1 0 0 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 46 1152 17 20 1829 58 29 0 42 7 0 9 Growth 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 Initial Bse: 46 1152 17 20 1829 58 29 0 42 7 0 9 User 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 PHF 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 PHF Volume: 46 1152 17 20 1829 58 29 0 42 7 0 9 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 1152 17 20 1829 58 29 0 42 7 0 9 PCE 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 MLF 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 FinalVolume: 46 1152 17 20 1829 58 29 0 42 7 0 9 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 3.00 1.00 1.00 2.91 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Final Sat.: 1600 4800 1600 1600 4652 148 1600 0 1600 1600 0 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.03 0.24 0.01 0.01 0.39 0.39 0.02 0.00 0.03 0.00 0.00 0.01 Crit Moves: **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP PM Tue Dec 10, 2024 15:47:51 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 Bayside Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.679 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 71 Level Of Service: B ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1! 0 0 1 0 1 0 1 1 0 3 0 1 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 455 23 39 52 17 96 92 1896 409 104 2844 62 Growth 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 Initial Bse: 455 23 39 52 17 96 92 1896 409 104 2844 62 User 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 PHF 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 PHF Volume: 455 23 39 52 17 96 92 1896 409 104 2844 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 455 23 39 52 17 96 92 1896 409 104 2844 62 PCE 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 MLF 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 FinalVolume: 455 23 39 52 17 96 92 1896 409 104 2844 62 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.64 0.13 0.23 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.91 0.09 Final Sat.: 4224 214 362 1600 1600 1600 1600 4800 1600 1600 6263 137 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.03 0.01 0.06 0.06 0.40 0.26 0.07 0.45 0.45 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP PM Tue Dec 10, 2024 15:47:52 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 Jamboree Rd/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.603 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 57 Level Of Service: B ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected Rights: Include Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 2 0 1 3 0 3 1 0 2 0 4 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 13 259 63 106 350 1108 757 1239 6 108 1779 169 Growth 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 Initial Bse: 13 259 63 106 350 1108 757 1239 6 108 1779 169 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 13 259 63 106 350 0 757 1239 6 108 1779 169 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 13 259 63 106 350 0 757 1239 6 108 1779 169 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 13 259 63 106 350 0 757 1239 6 108 1779 169 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.61 0.39 1.00 2.00 1.00 3.00 3.98 0.02 2.00 4.00 1.00 Final Sat.: 1600 2574 626 1600 3200 1600 4800 6369 31 3200 6400 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.01 0.10 0.10 0.07 0.11 0.00 0.16 0.19 0.19 0.03 0.28 0.11 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Future Year 2026 PP PM Tue Dec 10, 2024 15:47:53 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Newport Center Dr/Coast Hwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.464 Loss Time (sec): 0 Average Delay (sec/veh): xxxxxxOptimal Cycle: 35 Level Of Service: A ********************************************************************************Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Protected Protected Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 0 0 2 0 0 0 1 2 0 3 0 0 0 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 0 0 0 121 0 605 259 1192 0 0 1659 109 Growth 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 Initial Bse: 0 0 0 121 0 605 259 1192 0 0 1659 109 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 0 0 121 0 0 259 1192 0 0 1659 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 0 0 121 0 0 259 1192 0 0 1659 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 0 0 121 0 0 259 1192 0 0 1659 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 2.00 3.00 0.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3200 0 1600 3200 4800 0 0 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.00 0.08 0.25 0.00 0.00 0.35 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx (12/18/24) APPENDIX C OCTA BUS ROUTES 1 AND 55 MAPS LSA 1 --✓',......._ __ J --------<✓'I------ -----I ✓ ------<✓ •✓ 0 -CIII: 1 1 1 ~--------------------------------------------------✓ ~---------------------------------✓,____ ■ ~------ 0 - 55 ---------l✓ 55 - - -- 55 55 TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx «12/18/24» APPENDIX D CITY’S REGIONAL TRAFFIC ANNUAL GROWTH RATE TABLE LSA CITY OF NEWPORT BEACH REGIONAL TRAFFIC ANNUAL GROWTH RATE COAST HIGHWAY East city limit to MacArthur Boulevard 1% MacArthur Boulevard to Jamboree Road 1% Jamboree Road to Newport Boulevard 1% Newport Boulevard to west city limit 1% IRVINE AVENUE All 1% JAMBOREE ROAD Coast Highway to San Joaquin Hills Road 1% San Joaquin Hills Road to Bison Avenue 1% Bison Ave to Bristol Street 1% Bristol Street to Campus Drive 1% MACARTHUR BOULEVARD Coast Highway to San Joaquin Hills Road 1% San Joaquin Hills Road to north city limit 1% NEWPORT BOULEVARD Coast Highway to north city limit 1% Street segments not listed are assumed to have 0% regional growth. TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx «12/18/24» APPENDIX E APPROVED PROJECTS TRIP ASSIGNMENT LSA Traffic Phasing Data Projects Less than 100% Complete Project Number Project Name Percent Completed 148 FASHION ISLAND EXPANSION 40 154 TEMPLE BAT YAHM EXPANSION 65 945 HOAG HOSPITAL PHASE III 0 949 ST. MARK PRESBYTERIAN CHURCH 77 955 2300 NEWPORT BLVD (VUE)30 958 HOAG HEALTH CENTER 500-540 SUPERIOR 95 959 NORTH NEWPORT CENTER 0 971 BACK BAY LANDING 300 ECH 0 977 BALBOA MARINA WEST 0 979 NEWPORT CROSSINGS 0 980 Museum House - Vivante Senior Center 0 981 Uptown Newport: Phase 1 - Trans Devel Rights (TDR)53 982 Uptown Newport: Phase 2 Only 0 983 Residences at 4400 VK 0 984 Picerne Residential (1300 Bristol St N)0 986 2510 WCH Residential and Mother's Market 0 987 Pacifica Christian HS 0 988 1400 Bristol St N Residences 0 989 Sage Hill Middle School Expansion 0 990 1600 Dove St Residences 0 Approved Projects 80% Volume Summary Intersection Report NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 46 45 1 0 2 44 0 0 45 0 0 0 1 0 0 0 PM 80 45 4 2 4 74 2 0 45 0 0 0 4 2 0 0 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 19 52 0 42 0 16 3 44 8 0 0 0 0 5 0 37 PM 20 67 4 82 0 15 5 46 21 0 0 4 0 7 0 75 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 0 42 66 32 0 0 0 0 0 42 24 42 0 0 32 0 PM 2 39 76 70 0 0 2 0 2 37 42 34 0 2 68 0 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 14 13 0 27 0 12 2 1 12 0 0 0 0 19 0 8 PM 25 27 0 11 0 16 9 7 20 0 0 0 0 7 0 4 Intersection (4980 ::: EASTBLUFF DR / FORD RD JAMBOREE RD) Intersection (5045 ::: JAMBOREE RD / SAN JOAQUIN HILLS RD ) Intersection (5055 ::: JAMBOREE RD / COAST HWY E ) Intersection (5310 ::: JAMBOREE RD / SANTA BARBARA DR ) Approved Projects 80% Volume Summary Intersection Report NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 0 9 31 11 0 0 0 0 0 9 1 30 0 0 11 0 PM 0 28 23 42 0 0 0 2 0 26 7 16 0 0 36 6 NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR AM 8 46 87 72 2 6 0 18 4 24 39 47 1 3 53 16 PM 12 87 110 111 6 6 0 27 8 52 55 53 2 11 69 31 Intersection (5330 ::: NEWPORT CENTER DR / COAST HWY E ) Intersection (5440 ::: COAST HWY E / BAYSIDE DR ) Intersection (Jamboree Rd / Hyatt Regency - Island Lagoon Dr ) AM PM NB SB EB WB NL NT NR SL ST SR EL ET ER WL WT WR 24 42 42 37 0 0 0 0 24 42 42 37 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TRAFFIC IMPACT ANALYSIS DECEMBER 2024 TTC NEWPORTER PICKLEBALL PROJECT NEWPORT BEACH, CALIFORNIA P:\2024\20242039 - TTC Newporter Pickleball\Doc\TIA3.docx «12/18/24» APPENDIX F COUNTS UNLIMITED PICKLEBALL TRIP GENERATION SURVEYS LSA City: Location: Date: Count Type: Non-Carpool Trip Carpool Trip Total Non-Carpool Trip Carpool Trip Total 0:00 0 0 0 0:00 0 0 0 0:15 0 0 0 0:15 0 0 0 0:30 0 0 0 0:30 0 0 0 0:45 0 0 0 0:45 0 0 0 1:00 0 0 0 1:00 0 0 0 1:15 0 0 0 1:15 0 0 0 1:30 0 0 0 1:30 0 0 0 1:45 0 0 0 1:45 0 0 0 2:00 0 0 0 2:00 0 0 0 2:15 0 0 0 2:15 0 0 0 2:30 0 0 0 2:30 0 0 0 2:45 0 0 0 2:45 0 0 0 3:00 0 0 0 3:00 0 0 0 3:15 0 0 0 3:15 0 0 0 3:30 0 0 0 3:30 0 0 0 3:45 0 0 0 3:45 0 0 0 4:00 0 0 0 4:00 0 0 0 4:15 0 0 0 4:15 0 0 0 4:30 0 0 0 4:30 0 0 0 4:45 0 0 0 4:45 0 0 0 5:00 0 0 0 5:00 0 0 0 5:15 0 0 0 5:15 0 0 0 5:30 0 0 0 5:30 0 0 0 5:45 0 0 0 5:45 0 0 0 6:00 0 0 0 6:00 0 0 0 6:15 0 0 0 6:15 0 0 0 6:30 3 0 3 6:30 0 0 0 6:45 15 2 17 6:45 0 0 0 7:00 10 0 10 7:00 0 0 0 7:15 3 1 4 7:15 0 1 1 7:30 5 0 5 7:30 2 1 3 7:45 5 1 6 7:45 3 0 3 8:00 7 0 7 8:00 3 0 3 8:15 10 0 10 8:15 8 1 9 8:30 9 0 9 8:30 10 1 11 8:45 13 1 14 8:45 5 1 6 9:00 12 0 12 9:00 11 0 11 9:15 6 0 6 9:15 11 0 11 9:30 10 2 12 9:30 6 1 7 9:45 8 1 9 9:45 5 0 5 10:00 6 0 6 10:00 10 0 10 10:15 6 0 6 10:15 6 1 7 10:30 5 0 5 10:30 6 0 6 10:45 6 0 6 10:45 9 1 10 11:00 5 0 5 11:00 6 0 6 11:15 3 0 3 11:15 8 0 8 11:30 4 1 5 11:30 10 0 10 11:45 3 0 3 11:45 7 0 7 Exiting Wednesday, November 1, 2023 Tustin Tustin Pickleball Courts Trip Generation Count Entering Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City: Location: Date: Count Type: Non-Carpool Trip Carpool Trip Total Non-Carpool Trip Carpool Trip Total Exiting Wednesday, November 1, 2023 Tustin Tustin Pickleball Courts Trip Generation Count Entering 12:00 4 0 4 12:00 7 0 7 12:15 2 0 2 12:15 9 1 10 12:30 2 0 2 12:30 5 0 5 12:45 2 0 2 12:45 5 0 5 13:00 3 0 3 13:00 2 0 2 13:15 0 0 0 13:15 7 0 7 13:30 0 0 0 13:30 0 0 0 13:45 0 0 0 13:45 0 0 0 14:00 1 0 1 14:00 0 0 0 14:15 0 0 0 14:15 0 0 0 14:30 0 0 0 14:30 3 0 3 14:45 4 0 4 14:45 0 0 0 15:00 5 0 5 15:00 0 0 0 15:15 0 0 0 15:15 0 0 0 15:30 3 0 3 15:30 0 0 0 15:45 3 0 3 15:45 0 0 0 16:00 4 0 4 16:00 0 0 0 16:15 4 0 4 16:15 0 0 0 16:30 2 0 2 16:30 5 0 5 16:45 4 0 4 16:45 3 0 3 17:00 0 0 0 17:00 2 0 2 17:15 0 0 0 17:15 2 0 2 17:30 1 0 1 17:30 3 0 3 17:45 1 0 1 17:45 6 0 6 18:00 0 0 0 18:00 4 0 4 18:15 1 0 1 18:15 8 0 8 18:30 0 0 0 18:30 3 0 3 18:45 0 0 0 18:45 0 0 0 19:00 0 0 0 19:00 0 0 0 19:15 0 0 0 19:15 0 0 0 19:30 0 0 0 19:30 0 0 0 19:45 0 0 0 19:45 0 0 0 20:00 0 0 0 20:00 0 0 0 20:15 0 0 0 20:15 0 0 0 20:30 0 0 0 20:30 0 0 0 20:45 0 0 0 20:45 0 0 0 21:00 0 0 0 21:00 0 0 0 21:15 0 0 0 21:15 0 0 0 21:30 0 0 0 21:30 0 0 0 21:45 0 0 0 21:45 0 0 0 22:00 0 0 0 22:00 0 0 0 22:15 0 0 0 22:15 0 0 0 22:30 0 0 0 22:30 0 0 0 22:45 0 0 0 22:45 0 0 0 23:00 0 0 0 23:00 0 0 0 23:15 0 0 0 23:15 0 0 0 23:30 0 0 0 23:30 0 0 0 23:45 0 0 0 23:45 0 0 0 TOTAL 200 9 209 200 9 209 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City: Location: Date: Count Type: Non-Carpool Trip Carpool Trip Total Non-Carpool Trip Carpool Trip Total 0:00 0 0 0 0:00 0 0 0 0:15 0 0 0 0:15 0 0 0 0:30 0 0 0 0:30 0 0 0 0:45 0 0 0 0:45 0 0 0 1:00 0 0 0 1:00 0 0 0 1:15 0 0 0 1:15 0 0 0 1:30 0 0 0 1:30 0 0 0 1:45 0 0 0 1:45 0 0 0 2:00 0 0 0 2:00 0 0 0 2:15 0 0 0 2:15 0 0 0 2:30 0 0 0 2:30 0 0 0 2:45 0 0 0 2:45 0 0 0 3:00 0 0 0 3:00 0 0 0 3:15 0 0 0 3:15 0 0 0 3:30 0 0 0 3:30 0 0 0 3:45 0 0 0 3:45 0 0 0 4:00 0 0 0 4:00 0 0 0 4:15 0 0 0 4:15 0 0 0 4:30 0 0 0 4:30 0 0 0 4:45 0 0 0 4:45 0 0 0 5:00 0 0 0 5:00 0 0 0 5:15 0 0 0 5:15 0 0 0 5:30 0 0 0 5:30 0 0 0 5:45 0 0 0 5:45 0 0 0 6:00 0 0 0 6:00 0 0 0 6:15 0 0 0 6:15 0 0 0 6:30 2 0 2 6:30 2 0 2 6:45 15 3 18 6:45 1 0 1 7:00 6 0 6 7:00 1 0 1 7:15 5 0 5 7:15 1 0 1 7:30 6 0 6 7:30 1 2 3 7:45 6 0 6 7:45 2 0 2 8:00 12 2 14 8:00 7 0 7 8:15 8 0 8 8:15 6 1 7 8:30 11 0 11 8:30 9 0 9 8:45 11 1 12 8:45 1 0 1 9:00 9 1 10 9:00 8 1 9 9:15 13 0 13 9:15 11 1 12 9:30 10 1 11 9:30 6 0 6 9:45 8 0 8 9:45 6 0 6 10:00 10 2 12 10:00 5 1 6 10:15 9 0 9 10:15 10 1 11 10:30 6 0 6 10:30 17 0 17 10:45 3 0 3 10:45 10 1 11 11:00 3 0 3 11:00 8 0 8 11:15 2 0 2 11:15 8 1 9 11:30 3 0 3 11:30 8 1 9 11:45 0 0 0 11:45 5 0 5 Exiting Tustin Tustin Pickleball Courts Thursday, November 2, 2023 Trip Generation Count Entering Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City: Location: Date: Count Type: Non-Carpool Trip Carpool Trip Total Non-Carpool Trip Carpool Trip Total Exiting Tustin Tustin Pickleball Courts Thursday, November 2, 2023 Trip Generation Count Entering 12:00 5 0 5 12:00 5 0 5 12:15 1 0 1 12:15 4 0 4 12:30 3 0 3 12:30 7 0 7 12:45 1 0 1 12:45 5 0 5 13:00 1 0 1 13:00 5 0 5 13:15 1 0 1 13:15 3 0 3 13:30 0 0 0 13:30 3 0 3 13:45 3 0 3 13:45 0 0 0 14:00 0 0 0 14:00 0 0 0 14:15 1 0 1 14:15 5 0 5 14:30 0 0 0 14:30 2 0 2 14:45 7 0 7 14:45 0 0 0 15:00 5 0 5 15:00 1 0 1 15:15 0 0 0 15:15 1 0 1 15:30 7 0 7 15:30 0 0 0 15:45 3 0 3 15:45 2 0 2 16:00 2 0 2 16:00 0 0 0 16:15 0 0 0 16:15 0 0 0 16:30 5 0 5 16:30 4 0 4 16:45 0 0 0 16:45 2 0 2 17:00 1 0 1 17:00 4 0 4 17:15 2 0 2 17:15 5 0 5 17:30 1 0 1 17:30 3 0 3 17:45 1 0 1 17:45 2 0 2 18:00 0 0 0 18:00 3 0 3 18:15 0 0 0 18:15 5 0 5 18:30 0 0 0 18:30 4 0 4 18:45 0 0 0 18:45 0 0 0 19:00 0 0 0 19:00 0 0 0 19:15 0 0 0 19:15 0 0 0 19:30 0 0 0 19:30 0 0 0 19:45 0 0 0 19:45 0 0 0 20:00 0 0 0 20:00 0 0 0 20:15 0 0 0 20:15 0 0 0 20:30 0 0 0 20:30 0 0 0 20:45 0 0 0 20:45 0 0 0 21:00 0 0 0 21:00 0 0 0 21:15 0 0 0 21:15 0 0 0 21:30 0 0 0 21:30 0 0 0 21:45 0 0 0 21:45 0 0 0 22:00 0 0 0 22:00 0 0 0 22:15 0 0 0 22:15 0 0 0 22:30 0 0 0 22:30 0 0 0 22:45 0 0 0 22:45 0 0 0 23:00 0 0 0 23:00 0 0 0 23:15 0 0 0 23:15 0 0 0 23:30 0 0 0 23:30 0 0 0 23:45 0 0 0 23:45 0 0 0 TOTAL 208 10 218 208 10 218 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City: Location: Date: Count Type: Non-Carpool Trip Carpool Trip Total Non-Carpool Trip Carpool Trip Total 0:00 0 0 0 0:00 0 0 0 0:15 0 0 0 0:15 0 0 0 0:30 0 0 0 0:30 0 0 0 0:45 0 0 0 0:45 0 0 0 1:00 0 0 0 1:00 0 0 0 1:15 0 0 0 1:15 0 0 0 1:30 0 0 0 1:30 0 0 0 1:45 0 0 0 1:45 0 0 0 2:00 0 0 0 2:00 0 0 0 2:15 0 0 0 2:15 0 0 0 2:30 0 0 0 2:30 0 0 0 2:45 0 0 0 2:45 0 0 0 3:00 0 0 0 3:00 0 0 0 3:15 0 0 0 3:15 0 0 0 3:30 0 0 0 3:30 0 0 0 3:45 0 0 0 3:45 0 0 0 4:00 0 0 0 4:00 0 0 0 4:15 0 0 0 4:15 0 0 0 4:30 0 0 0 4:30 0 0 0 4:45 0 0 0 4:45 0 0 0 5:00 0 0 0 5:00 0 0 0 5:15 0 0 0 5:15 0 0 0 5:30 0 0 0 5:30 0 0 0 5:45 0 0 0 5:45 0 0 0 6:00 8 0 8 6:00 0 0 0 6:15 12 0 12 6:15 0 0 0 6:30 12 2 14 6:30 0 0 0 6:45 7 0 7 6:45 7 0 7 7:00 12 0 12 7:00 4 0 4 7:15 14 2 16 7:15 1 1 2 7:30 10 0 10 7:30 7 0 7 7:45 7 0 7 7:45 5 1 6 8:00 8 0 8 8:00 6 0 6 8:15 9 1 10 8:15 8 0 8 8:30 9 1 10 8:30 8 0 8 8:45 11 0 11 8:45 12 1 13 9:00 11 0 11 9:00 10 1 11 9:15 8 0 8 9:15 15 0 15 9:30 10 0 10 9:30 9 1 10 9:45 6 0 6 9:45 7 0 7 10:00 9 2 11 10:00 7 0 7 10:15 6 0 6 10:15 10 1 11 10:30 7 1 8 10:30 9 0 9 10:45 6 0 6 10:45 2 2 4 11:00 4 0 4 11:00 11 0 11 11:15 3 0 3 11:15 6 0 6 11:30 1 0 1 11:30 7 0 7 11:45 5 0 5 11:45 10 1 11 Exiting Tustin Tustin Pickleball Courts Tuesday, November 7, 2023 Trip Generation Count Entering Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City: Location: Date: Count Type: Non-Carpool Trip Carpool Trip Total Non-Carpool Trip Carpool Trip Total Exiting Tustin Tustin Pickleball Courts Tuesday, November 7, 2023 Trip Generation Count Entering 12:00 2 0 2 12:00 9 0 9 12:15 3 1 4 12:15 0 0 0 12:30 2 0 2 12:30 7 0 7 12:45 0 0 0 12:45 3 0 3 13:00 0 0 0 13:00 2 0 2 13:15 2 0 2 13:15 2 1 3 13:30 0 0 0 13:30 3 0 3 13:45 3 0 3 13:45 5 0 5 14:00 4 0 4 14:00 5 0 5 14:15 1 0 1 14:15 2 0 2 14:30 0 0 0 14:30 5 0 5 14:45 2 0 2 14:45 0 0 0 15:00 0 0 0 15:00 4 0 4 15:15 0 0 0 15:15 0 0 0 15:30 0 0 0 15:30 3 0 3 15:45 1 0 1 15:45 0 0 0 16:00 2 1 3 16:00 0 0 0 16:15 2 0 2 16:15 0 0 0 16:30 2 0 2 16:30 2 0 2 16:45 2 0 2 16:45 2 0 2 17:00 2 0 2 17:00 2 0 2 17:15 0 0 0 17:15 0 1 1 17:30 0 0 0 17:30 0 0 0 17:45 1 0 1 17:45 3 0 3 18:00 0 0 0 18:00 2 0 2 18:15 0 0 0 18:15 4 0 4 18:30 0 0 0 18:30 0 0 0 18:45 0 0 0 18:45 0 0 0 19:00 0 0 0 19:00 0 0 0 19:15 0 0 0 19:15 0 0 0 19:30 0 0 0 19:30 0 0 0 19:45 0 0 0 19:45 0 0 0 20:00 0 0 0 20:00 0 0 0 20:15 0 0 0 20:15 0 0 0 20:30 0 0 0 20:30 0 0 0 20:45 0 0 0 20:45 0 0 0 21:00 0 0 0 21:00 0 0 0 21:15 0 0 0 21:15 0 0 0 21:30 0 0 0 21:30 0 0 0 21:45 0 0 0 21:45 0 0 0 22:00 0 0 0 22:00 0 0 0 22:15 0 0 0 22:15 0 0 0 22:30 0 0 0 22:30 0 0 0 22:45 0 0 0 22:45 0 0 0 23:00 0 0 0 23:00 0 0 0 23:15 0 0 0 23:15 0 0 0 23:30 0 0 0 23:30 0 0 0 23:45 0 0 0 23:45 0 0 0 TOTAL 226 11 237 226 11 237 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City: Location: Date: Count Type: Non-Carpool Trip Carpool Trip Total Non-Carpool Trip Carpool Trip Total 0:00 0 0 0 0:00 0 0 0 0:15 0 0 0 0:15 0 0 0 0:30 0 0 0 0:30 0 0 0 0:45 0 0 0 0:45 0 0 0 1:00 0 0 0 1:00 0 0 0 1:15 0 0 0 1:15 0 0 0 1:30 0 0 0 1:30 0 0 0 1:45 0 0 0 1:45 0 0 0 2:00 0 0 0 2:00 0 0 0 2:15 0 0 0 2:15 0 0 0 2:30 0 0 0 2:30 0 0 0 2:45 0 0 0 2:45 0 0 0 3:00 0 0 0 3:00 0 0 0 3:15 0 0 0 3:15 0 0 0 3:30 0 0 0 3:30 0 0 0 3:45 0 0 0 3:45 0 0 0 4:00 0 0 0 4:00 0 0 0 4:15 0 0 0 4:15 0 0 0 4:30 0 0 0 4:30 0 0 0 4:45 0 0 0 4:45 0 0 0 5:00 0 0 0 5:00 0 0 0 5:15 0 0 0 5:15 0 0 0 5:30 0 0 0 5:30 0 0 0 5:45 0 0 0 5:45 0 0 0 6:00 0 0 0 6:00 0 0 0 6:15 0 0 0 6:15 0 0 0 6:30 0 0 0 6:30 0 0 0 6:45 0 0 0 6:45 0 0 0 7:00 0 0 0 7:00 0 0 0 7:15 0 0 0 7:15 0 0 0 7:30 0 0 0 7:30 0 0 0 7:45 39 0 39 7:45 0 0 0 8:00 16 0 16 8:00 0 0 0 8:15 8 1 9 8:15 0 0 0 8:30 11 0 11 8:30 0 0 0 8:45 10 0 10 8:45 0 0 0 9:00 16 1 17 9:00 1 0 1 9:15 29 2 31 9:15 12 0 12 9:30 5 0 5 9:30 11 0 11 9:45 5 0 5 9:45 14 3 17 10:00 0 1 1 10:00 7 0 7 10:15 5 0 5 10:15 10 0 10 10:30 0 0 0 10:30 10 0 10 10:45 12 0 12 10:45 5 0 5 11:00 6 0 6 11:00 27 0 27 11:15 3 0 3 11:15 29 0 29 11:30 3 0 3 11:30 10 1 11 11:45 0 0 0 11:45 7 0 7 Exiting Wednesday, November 1, 2023 Tustin Newport Beach Country Club Pickleball Courts Trip Generation Count Entering Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Newport Beach City: Location: Date: Count Type: Non-Carpool Trip Carpool Trip Total Non-Carpool Trip Carpool Trip Total Exiting Wednesday, November 1, 2023 Tustin Newport Beach Country Club Pickleball Courts Trip Generation Count Entering 12:00 0 0 0 12:00 3 0 3 12:15 1 0 1 12:15 3 1 4 12:30 0 0 0 12:30 4 1 5 12:45 1 0 1 12:45 2 0 2 13:00 2 0 2 13:00 6 0 6 13:15 1 0 1 13:15 2 0 2 13:30 3 0 3 13:30 1 0 1 13:45 2 0 2 13:45 2 0 2 14:00 3 0 3 14:00 0 0 0 14:15 1 0 1 14:15 3 0 3 14:30 3 0 3 14:30 1 0 1 14:45 7 0 7 14:45 1 0 1 15:00 5 1 6 15:00 0 0 0 15:15 7 0 7 15:15 0 0 0 15:30 5 0 5 15:30 0 0 0 15:45 9 0 9 15:45 2 0 2 16:00 10 1 11 16:00 3 0 3 16:15 10 0 10 16:15 0 0 0 16:30 27 3 30 16:30 5 0 5 16:45 21 2 23 16:45 10 1 11 17:00 6 0 6 17:00 5 0 5 17:15 6 0 6 17:15 6 0 6 17:30 5 0 5 17:30 5 0 5 17:45 3 0 3 17:45 6 1 7 18:00 0 1 1 18:00 13 1 14 18:15 2 0 2 18:15 8 1 9 18:30 7 0 7 18:30 21 0 21 18:45 0 0 0 18:45 11 1 12 19:00 0 0 0 19:00 17 1 18 19:15 0 0 0 19:15 16 0 16 19:30 0 0 0 19:30 4 1 5 19:45 0 0 0 19:45 3 0 3 20:00 0 0 0 20:00 9 0 9 20:15 0 0 0 20:15 0 0 0 20:30 0 0 0 20:30 0 0 0 20:45 0 0 0 20:45 0 0 0 21:00 0 0 0 21:00 0 0 0 21:15 0 0 0 21:15 0 0 0 21:30 0 0 0 21:30 0 0 0 21:45 0 0 0 21:45 0 0 0 22:00 0 0 0 22:00 0 0 0 22:15 0 0 0 22:15 0 0 0 22:30 0 0 0 22:30 0 0 0 22:45 0 0 0 22:45 0 0 0 23:00 0 0 0 23:00 0 0 0 23:15 0 0 0 23:15 0 0 0 23:30 0 0 0 23:30 0 0 0 23:45 0 0 0 23:45 0 0 0 TOTAL 315 13 328 315 13 328 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Newport Beach City: Location: Date: Count Type: Non-Carpool Trip Carpool Trip Total Non-Carpool Trip Carpool Trip Total 0:00 0 0 0 0:00 0 0 0 0:15 0 0 0 0:15 0 0 0 0:30 0 0 0 0:30 0 0 0 0:45 0 0 0 0:45 0 0 0 1:00 0 0 0 1:00 0 0 0 1:15 0 0 0 1:15 0 0 0 1:30 0 0 0 1:30 0 0 0 1:45 0 0 0 1:45 0 0 0 2:00 0 0 0 2:00 0 0 0 2:15 0 0 0 2:15 0 0 0 2:30 0 0 0 2:30 0 0 0 2:45 0 0 0 2:45 0 0 0 3:00 0 0 0 3:00 0 0 0 3:15 0 0 0 3:15 0 0 0 3:30 0 0 0 3:30 0 0 0 3:45 0 0 0 3:45 0 0 0 4:00 0 0 0 4:00 0 0 0 4:15 0 0 0 4:15 0 0 0 4:30 0 0 0 4:30 0 0 0 4:45 0 0 0 4:45 0 0 0 5:00 0 0 0 5:00 0 0 0 5:15 0 0 0 5:15 0 0 0 5:30 0 0 0 5:30 0 0 0 5:45 0 0 0 5:45 0 0 0 6:00 0 0 0 6:00 0 0 0 6:15 0 0 0 6:15 0 0 0 6:30 0 0 0 6:30 0 0 0 6:45 0 0 0 6:45 0 0 0 7:00 0 0 0 7:00 0 0 0 7:15 0 0 0 7:15 0 0 0 7:30 0 0 0 7:30 0 0 0 7:45 22 2 24 7:45 0 0 0 8:00 37 0 37 8:00 0 0 0 8:15 8 1 9 8:15 1 0 1 8:30 2 0 2 8:30 0 0 0 8:45 7 0 7 8:45 0 0 0 9:00 13 1 14 9:00 2 0 2 9:15 33 1 34 9:15 4 0 4 9:30 26 0 26 9:30 33 2 35 9:45 2 1 3 9:45 8 0 8 10:00 3 0 3 10:00 11 0 11 10:15 1 0 1 10:15 4 0 4 10:30 0 0 0 10:30 4 1 5 10:45 2 0 2 10:45 8 0 8 11:00 7 1 8 11:00 43 1 44 11:15 2 0 2 11:15 16 1 17 11:30 1 0 1 11:30 1 0 1 11:45 0 0 0 11:45 1 1 2 Exiting Tustin Newport Beach Country Club Pickleball Courts Thursday, November 2, 2023 Trip Generation Count Entering Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Newport Beach City: Location: Date: Count Type: Non-Carpool Trip Carpool Trip Total Non-Carpool Trip Carpool Trip Total Exiting Tustin Newport Beach Country Club Pickleball Courts Thursday, November 2, 2023 Trip Generation Count Entering 12:00 0 0 0 12:00 9 1 10 12:15 3 0 3 12:15 6 0 6 12:30 3 1 4 12:30 7 0 7 12:45 0 0 0 12:45 1 0 1 13:00 0 0 0 13:00 7 0 7 13:15 0 0 0 13:15 1 0 1 13:30 1 0 1 13:30 1 0 1 13:45 0 0 0 13:45 2 0 2 14:00 0 0 0 14:00 0 0 0 14:15 0 0 0 14:15 0 0 0 14:30 0 0 0 14:30 1 0 1 14:45 3 0 3 14:45 0 0 0 15:00 9 0 9 15:00 0 0 0 15:15 4 0 4 15:15 0 0 0 15:30 2 0 2 15:30 0 0 0 15:45 4 0 4 15:45 2 0 2 16:00 12 1 13 16:00 5 0 5 16:15 15 1 16 16:15 1 0 1 16:30 11 0 11 16:30 0 0 0 16:45 43 2 45 16:45 3 0 3 17:00 21 0 21 17:00 5 1 6 17:15 6 0 6 17:15 4 0 4 17:30 5 0 5 17:30 1 0 1 17:45 1 0 1 17:45 1 0 1 18:00 0 0 0 18:00 14 1 15 18:15 0 0 0 18:15 16 1 17 18:30 1 0 1 18:30 19 1 20 18:45 0 0 0 18:45 23 1 24 19:00 0 0 0 19:00 13 0 13 19:15 0 0 0 19:15 15 0 15 19:30 0 0 0 19:30 9 0 9 19:45 0 0 0 19:45 8 0 8 20:00 0 0 0 20:00 0 0 0 20:15 0 0 0 20:15 0 0 0 20:30 0 0 0 20:30 0 0 0 20:45 0 0 0 20:45 0 0 0 21:00 0 0 0 21:00 0 0 0 21:15 0 0 0 21:15 0 0 0 21:30 0 0 0 21:30 0 0 0 21:45 0 0 0 21:45 0 0 0 22:00 0 0 0 22:00 0 0 0 22:15 0 0 0 22:15 0 0 0 22:30 0 0 0 22:30 0 0 0 22:45 0 0 0 22:45 0 0 0 23:00 0 0 0 23:00 0 0 0 23:15 0 0 0 23:15 0 0 0 23:30 0 0 0 23:30 0 0 0 23:45 0 0 0 23:45 0 0 0 TOTAL 310 12 322 310 12 322 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Newport Beach City: Location: Date: Count Type: Non-Carpool Trip Carpool Trip Total Non-Carpool Trip Carpool Trip Total 0:00 0 0 0 0:00 0 0 0 0:15 0 0 0 0:15 0 0 0 0:30 0 0 0 0:30 0 0 0 0:45 0 0 0 0:45 0 0 0 1:00 0 0 0 1:00 0 0 0 1:15 0 0 0 1:15 0 0 0 1:30 0 0 0 1:30 0 0 0 1:45 0 0 0 1:45 0 0 0 2:00 0 0 0 2:00 0 0 0 2:15 0 0 0 2:15 0 0 0 2:30 0 0 0 2:30 0 0 0 2:45 0 0 0 2:45 0 0 0 3:00 0 0 0 3:00 0 0 0 3:15 0 0 0 3:15 0 0 0 3:30 0 0 0 3:30 0 0 0 3:45 0 0 0 3:45 0 0 0 4:00 0 0 0 4:00 0 0 0 4:15 0 0 0 4:15 0 0 0 4:30 0 0 0 4:30 0 0 0 4:45 0 0 0 4:45 0 0 0 5:00 0 0 0 5:00 0 0 0 5:15 0 0 0 5:15 0 0 0 5:30 0 0 0 5:30 0 0 0 5:45 0 0 0 5:45 0 0 0 6:00 0 0 0 6:00 0 0 0 6:15 0 0 0 6:15 0 0 0 6:30 0 0 0 6:30 0 0 0 6:45 0 0 0 6:45 0 0 0 7:00 0 0 0 7:00 0 0 0 7:15 0 0 0 7:15 0 0 0 7:30 0 0 0 7:30 0 0 0 7:45 31 0 31 7:45 0 0 0 8:00 21 0 21 8:00 0 0 0 8:15 14 3 17 8:15 0 0 0 8:30 10 1 11 8:30 0 0 0 8:45 3 0 3 8:45 1 0 1 9:00 8 0 8 9:00 2 0 2 9:15 35 0 35 9:15 9 0 9 9:30 4 0 4 9:30 14 0 14 9:45 4 0 4 9:45 8 0 8 10:00 1 0 1 10:00 10 1 11 10:15 3 0 3 10:15 7 0 7 10:30 1 0 1 10:30 7 0 7 10:45 11 0 11 10:45 16 1 17 11:00 12 0 12 11:00 22 1 23 11:15 1 0 1 11:15 5 0 5 11:30 0 0 0 11:30 9 0 9 11:45 1 0 1 11:45 1 0 1 Exiting Tustin Newport Beach Country Club Pickleball Courts Tuesday, November 7, 2023 Trip Generation Count Entering Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Newport Beach City: Location: Date: Count Type: Non-Carpool Trip Carpool Trip Total Non-Carpool Trip Carpool Trip Total Exiting Tustin Newport Beach Country Club Pickleball Courts Tuesday, November 7, 2023 Trip Generation Count Entering 12:00 0 0 0 12:00 4 0 4 12:15 0 0 0 12:15 9 1 10 12:30 1 0 1 12:30 11 0 11 12:45 0 0 0 12:45 3 0 3 13:00 0 0 0 13:00 4 0 4 13:15 2 0 2 13:15 2 0 2 13:30 0 0 0 13:30 4 0 4 13:45 0 0 0 13:45 1 0 1 14:00 0 0 0 14:00 0 0 0 14:15 0 0 0 14:15 0 0 0 14:30 1 0 1 14:30 1 0 1 14:45 3 0 3 14:45 1 0 1 15:00 14 1 15 15:00 0 0 0 15:15 17 0 17 15:15 0 0 0 15:30 5 0 5 15:30 1 1 2 15:45 1 0 1 15:45 1 0 1 16:00 6 0 6 16:00 2 0 2 16:15 16 0 16 16:15 0 0 0 16:30 19 2 21 16:30 1 0 1 16:45 23 3 26 16:45 18 1 19 17:00 12 0 12 17:00 7 0 7 17:15 13 0 13 17:15 6 0 6 17:30 9 0 9 17:30 6 0 6 17:45 0 0 0 17:45 9 0 9 18:00 0 0 0 18:00 5 0 5 18:15 2 0 2 18:15 11 0 11 18:30 0 0 0 18:30 27 2 29 18:45 0 0 0 18:45 10 0 10 19:00 0 0 0 19:00 18 2 20 19:15 0 0 0 19:15 3 0 3 19:30 0 0 0 19:30 8 0 8 19:45 0 0 0 19:45 8 0 8 20:00 0 0 0 20:00 8 0 8 20:15 0 0 0 20:15 4 0 4 20:30 0 0 0 20:30 0 0 0 20:45 0 0 0 20:45 0 0 0 21:00 0 0 0 21:00 0 0 0 21:15 0 0 0 21:15 0 0 0 21:30 0 0 0 21:30 0 0 0 21:45 0 0 0 21:45 0 0 0 22:00 0 0 0 22:00 0 0 0 22:15 0 0 0 22:15 0 0 0 22:30 0 0 0 22:30 0 0 0 22:45 0 0 0 22:45 0 0 0 23:00 0 0 0 23:00 0 0 0 23:15 0 0 0 23:15 0 0 0 23:30 0 0 0 23:30 0 0 0 23:45 0 0 0 23:45 0 0 0 TOTAL 304 10 314 304 10 314 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Newport Beach