Attachment B
Resolution No. 2022-20 to Approve SD2021-003, AH2022-001, TS2022-001, and TD2022-001
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EXHIBIT “A”
LEGAL DESCRIPTION
PARCEL 2, IN THE CITY OF NEWPORT BEACH, COUNTY OF ORANGE, STATE OF CALIFORNIA, AS PER MAP RECORDED IN BOOK 49, PAGE 18 OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY.
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EXHIBIT “B”
CONDITIONS OF APPROVAL
(Project-specific conditions are in italics)
Planning Division
1. The development shall be in substantial conformance with the approved site plan, floor plans, landscape plans, and building elevations stamped and dated wi th the date of this approval (except as modified by applicable conditions of approval).
2. The Project is subject to compliance with all applicable submittals approved by the City of Newport Beach (“City”) and all applicable City ordinances, policies, and standards, unless specifically waived or modified by the conditions of approval.
3. Site Development Review No. SD2021-003, Affordable Housing Implementation Plan No. AH2022-001, Traffic Study No. TS2022 -001, and Transfer of Development Rights No. TD2022-001 shall expire unless exercised within twenty- four (24) months from the date of approval as specified in Section 20.54.060 of the Newport Beach Municipal Code (“NBMC”), unless an extension is otherwise granted.
4. The proposed residential development shall consist of 193 apartment units, inclusive of 77 base units, 77 transferred units, and 39 density bonus units.
5. A minimum of 233 on-site parking spaces shall be provided for residents and guest parking to be located within the residential parking structure.
6. A minimum of 12 apartment units shall be made affordable to very-low-income households and 12 apartment units shall made affordable to low -income households consistent with the approved Residences at 1300 Bristol Street Affordable Housing Implementation Plan (AH2022-001) dated January 7, 2022.
7. Prior to the issuance of a building permit , an affordable housing agreement shall be executed in a recordable form as required by the City Attorney’s Office.
8. On-site recreational amenities : private balconies, a clubroom, a fitne ss center, podium courtyard, a roof terrace, a dog wash room and dog park, leasing lounge and business center as illustrated on the approved plans shall be provided and maintained for the duration of the Project.
9. Maximum building height of the residential structure shall be 7 8 feet, inclusive of architectural features and mechanical equipment.
10. The residential parking garage shall have the following features:
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a. A safe, secure and well lighted and signed pedestrian paths for all users.
b. Adequate and uniform lighting throughout each parking level.
c. Panic alarms and two -way communication systems in prominent locations on each parking level.
11. Prior to the issuance of a building permit, an acoustical analysis report, prepared by an acoustical engineer, shall be submitted to the Planning Division describing the acoustical design features of the structure that will satisfy the exterior and interior noise standards. The Project shall be at tenuated in compliance with the report.
12. Prior to the issuance of a building permit, the Applicant shall submit to the Community Development Department a final copy of FAA Determination of No Hazard to Air Navigation reflective of the proposed building height.
13. The Applicant shall comply with all applicable provisions of NBMC Chapter 15.38, Fair Share Traffic Contribution Ordinance, and Chapter 15.42, Major Thoroughfare and Bridge Fee Program. Prior to the issuance of a building permit, Fair Share and Transportation Corridor Agency fees shall be paid for the Project.
14. Prior to the issuance of a building permit, the Applicant shall pay applicable school fees for the Project.
15. Prior to the issuance of a building permit , the A pplicant shall pay applicable property development tax as required pursuant to NBMC Chapter 3.12 (Property Development Tax) for the Project.
16. Prior to the issuance of a building permit , the Applicant shall pay applicable park in lieu fee for the 77 transferred units from Uptown Newport Planned Community, in accordance with Uptown Newport Development Agreement No. DA2012-003.
17. Prior to the issuance of a building permit, the Applicant shall pay applicable public benefit fee for the 77 transferred units from Uptown Newport Planned Community, in accordance with Uptown Newport Development Agreement No. DA2012-003.
18. Prior to the issuance of a building permit, the Applicant shall pay the Project’s fair share of public safety fee, as determined by the Community Development Director, to fund the cost of staffing, services and equipment as necessary for fire -related public safety purposes.
19. The property management company shall distribute a written disclosure statement prior to lease or rental of any residential unit. The disclosure statement shal l indicate that the occupants will be living in an urban type of environment and that the noise, odor, and outdoor activity levels may be higher than a typical suburban 15-50
residential area. In addition, potential annoyances or inconveniences associated with residing in proximity to airport operations such as noise, vibration, and odor may occur. The disclosure statement shall include a written description of the potential impacts to residents of both the existing environment and potential impacts based upon the allowed uses in the zoning district and proximity to airport.
Each and every lessee or renter shall sign the statement acknowledging that they have received, read, and understand the disclosure statement. The Applicant shall covenant to include within all deeds, leases or contracts conveying any interest in the Project: (1) the disclosure and notification requirement stated herein; (2) an acknowledgment by all grantees or lessees that the property is located within an urban type of environment and that the noise, odor, and outdoor activity levels may be higher than a typical suburban residential area; and (3) acknowledgment that the covenant is binding for the benefit and in favor of the City of Newport Beach.
20. Any substantial modification to the approved Site Development Review plans, as determined by the Community Development Director, shall require an amendment to this Site Development Review application or the processing of a new application.
21. A copy of the Resolution, including conditions of approval Exhibit “F” shall be incorporated into the Building Division and field sets of plans prior to issuance of the building permits.
22. Prior to the issuance of a building permit , Applicant shall submit t o the Planning Division an additional copy of the approved architectural plans for inclusion in the Site Development Review file. The plans shall be identical to those approved by all City departments for building permit issuance. The approved copy shall include architectural sheets only and shall be reduced in size to 11 inches by 17 inches.
The plans shall accurately depict the elements approved by this Site Development Review and shall highlight the approved elements such that they are readily discernible from other elements of the plans.
23. Prior to the issuance of a building permit , Applicant shall submit a detailed landscape and irrigation plan prepared by a licensed landscape architect for the Project. These plans shall incorporate drought tolerant plantings and water efficient irrigation practices, and the plans shall be approved by the Planning Division.
24. All landscape materials and irrigation systems shall be maintained in accordance with 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, replacemen ts, repairs, and cleaning as part of regular maintenance.
25. The site shall not be excessively illuminated based on the luminance recommendations of the Illuminating Engineering Society of North America, or, if in the opinion of the Director of Community Development, the illumination creates 15-51
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.
26. Prior to the issuance of a building permit, the Applicant shall prepare photometric study for the Project in conjunction with a final lighting plan for approval by the Planning Division. All outdoor lighting fixtures shall be designed, shielded, aimed, located, and maintained to shield adjacent properties and to not produce glare onto adjacent properties or roadways. Parking lot light fixtures and light fixtures on buildings shall be full cut-off fixtures.
27. Prior to the issuance of Final Certificate of Occupancy, the Applicant shall schedule an evening inspection by the Code and Water Quality Enforcement Division to confirm control of light and glare specified in conditions of approval.
28. Prior to the issuance of a building permit , the Applicant shall pay any unpaid administrative costs associated with the processing of this application to the Planning Division.
29. All noise generated by the proposed use shall comply with the provisions of Chapter 10.26 and other applicable noise control requirements of the Newport Beach Municipal Code. The maximum noise shall be limited to no more than depicted below for the specified time periods unless the ambient noise level is higher:
Between the hours of
7:00AM and 10:00PM
Between the hours of
10:00PM and 7:00AM
Location Interior Exterior Interior Exterior
Residential Property 45dBA 55dBA 40dBA 50dBA
Residential Property located within
100 feet of a commercial property 45dBA 60dBA 45dBA 50dBA Mixed Use Property 45dBA 60dBA 45dBA 50dBA
Commercial Property N/A 65dBA N/A 60dBA
30. 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 the leasing agent.
31. 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.
32. Refuse collection shall comply with the Waste Management Plan included in the approved plans. The Applicant’s property management company shall contract with a franchised hauler on the City list of authorized companies. 15-52
33. 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.
34. 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 dum psters 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 NBMC Title 14 (Water and Sewers), including all future amendmen ts (including Water Quality related requirements).
35. To the fullest extent permitted by law, Applicant shall indemnify, defend and hold harmless City, its City Council, its boards and commissions, officials, officers, employees, and agents from and against any and all 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 City’s approval of Residences at 1300 Bristol Street including, but not limited to, Site Development Review No.
SD2021-003, Affordable Housing Implementation Plan No. AH2 022-001, Traffic Study No. TS2022-001, and Addendum to the 2006 General Plan Update Program Environmental Impact Reports No. ER2022-001 (PA2021-161). This indemnification shall include, but not be limited to, damages awarded against the City, if any, costs of suit, attorneys' fees, and other expenses incurred in connection with such claim, action, causes of action, suit or proceeding whether incurred by Applicant, City, and/or the parties i nitiating or bringing such proceeding. The Applicant shall indemnify the City for all of City's costs, attorneys' fees, and damages which City incurs in enforcing the indemnification provisions set forth in this condition. The Applicant shall pay to the City upon demand any amount owed to the City pursuant to the indemnification requirements prescribed in this condition.
Fire Department
36. Two fire hydrants shall be provided on -site to serve the Project. The precise location of the proposed fire hydrants shall be approved by the Fire Marshal.
37. Prior to the issuance of any occupancy permits (temporary or final), all fire and life safety systems, and the emergency responder radio system shall be inspected and approved by the Fire Marshal.
38. Prior to the build ing permit issuance , a fire master plan shall be submitted and approved by the Fire Marshall.
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39. Prior to any foundation permit issuance for the garage basement area, a temporary fire department access way, as approved by the Fire Department, shall be provided until the permanent fire access way is installed. Required fire and life safety systems, including the fire sprinkler system, shall be operational in the garage basement areas used for parking by the construction crews and for storage of building materials and construction equipment.
40. One elevator shall be gurney sized and equipped as a medical emergency elevator as CBC Section 3002.
41. Emergency responder radio coverage shall be required to comply with NBFD Guideline D.05 “Public Safety Radio Coverage” and CFC Section 510.
42. Emergency power and Standby Power System shall be required as per CFC Section 604.2.14.
43. An automatic sprinkler system shall be installed in accordance with CFC Section 903.2 amendment shall be provided throughout all buildings.
44. A standpipe system shall be required and installed as per CFC Section 905.3.1.
45. Fire Alarm system shall be provided as per CFC Section 907.2.9.
Building Division
46. 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. The construction plans must meet all applicable State Disabilities Access requirements. Approval from the Orange County Health Department is required prior to the issuance of a building permit.
47. The Applicant shall employ the following best available control measures (“BACMs”) to reduce construction-related air quality impacts:
Dust Control
• Water all active construction areas at least twice daily. • Cover all haul trucks or maintain at least two feet of freeboard. • Pave or apply water four times daily to all unpaved parking or staging areas.
• Sweep or wash any site access points within two hours of any visible dirt deposits on any public roadway.
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• Cover or water twice daily any on-site stockpiles of debris, dirt or other dusty material.
• Suspend all operations on any unpaved surface if winds exceed 25 mph.
Emissions
• Require 90-day low-NOx tune-ups for off road equipment. • Limit allowable idling to 30 minutes for trucks and heavy equipment.
Off-Site Impacts
• Encourage carpooling for construction workers.
• Limit lane closures to off-peak travel periods.
• Park construction vehicles off traveled roadways.
• Wet down or cover dirt hauled off-site.
• Sweep access points daily.
• Encourage receipt of materials during non-peak traffic hours. • Sandbag construction sites for erosion control.
Fill Placement
• The number and type of equipment for dirt pushi ng will be limited on any day to ensure that SCAQMD significance thresholds are not exceeded. • Maintain and utilize a continuous water application system during earth placement and compaction to achieve a 10 percent soil moisture content in the top six -inch surface layer, subject to review/discretion of the geotechnical engineer.
48. Prior to the issuance of a grading permit, a Storm Water Pollution Prevention Plan (SWPPP) and Notice of Intent (NOI) to comply with the General Permit for Construction Activitie s shall be prepared, submitted to the State Water Quality Control Board for approval and made part of the construction program. The Project Applicant will provide the City with a copy of the NOI and their application check as proof of filing with the Sta te Water Quality Control Board. This plan will detail measures and practices that will be in effect during construction to minimize the project’s impact on water quality.
49. Prior to the issuance of a grading permit, the Applicant shall prepare and submit a Water Quality Management Plan (WQMP) for the proposed project, subject to the 15-55
approval of the Building Division and Code and Water Quality Enforcement Division. The WQMP shall provide appropriate Best Management Practice s (BMPs) to ensure that no violations of water quality standards or waste discharge requirements occur.
50. A list of “good housekeeping” practices will be incorporated into the long-term post- construction operation of the site to minimize the likelihood that pollutants will be used, stored or spilled on the site th at could impair water quality. These may include frequent parking area vacuum truck sweeping, removal of wastes or spills, limited use of harmful fertilizers or pesticides, and the diversion of stor m water away from potential sources of pollution (e.g., trash recept acles and parking structures). The Stage 2 WQMP shall list and describe all str uctural and non - structural BMPs. In addition, the WQMP must also identify the entity responsible for the long -term inspection, maintenance, and funding for all structural (and if applicable Treatment Control) BMPs.
51. Prior to the building plan check submittal, the Applicant shall submit the Project for Building Code Preliminary Review.
52. The residential dwelling un its and their common use areas shall comply with Housing Accessibility per Chapter 11A.
53. The nonresidential portion of the development shall comply with the public accommodation requirements per Chapter 11B.
Public Works Department
54. All improvements shall be constructed as required by Ordinance and the Public Works Department.
55. An encroachment permit shall be required for all work activities within the public right-of-way.
56. The final Construction Management Plan (CMP) shall be reviewed and approved by the Community Development Director and City Traffic Engineer prior to building permit issuance.
57. A Parking Management Plan (PMP) shall be reviewed and approved by the Community Development Director and City Traffic Engineer prior to building permit issuance. The PMP shall include information regarding gate operation, move -in and move-out, ride-share area, guest parking areas and residential parking areas.
58. Parking layout shall comply with the City Parking Lot standard STD -805. Dead - end drive aisle in public a reas and or unassigned parking area shall provide a dedicated turnaround space and minimum 5-foot drive aisle extension.
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59. The Applicant shall r econstruct all existing broken and/or otherwise damaged concrete curb, gutter and sidewalk along the Spruce Avenu e and Bristol Street North frontages per City Standard.
60. The Applicant shall construct an 8-foot wide sidewalk along the Bristol Street North project frontage.
61. The Applicant shall p rovide an additional 2 -foot wide easement along the Bristol Street North frontage for sidewalk purposes to accommodate a future 10-foot wide sidewalk. The Applicant shall construct a 10-foot wide sidewalk along the Bristol Street North project frontage when other development in the area occurs and/or future pedestrian volumes/usage increase, as directed by the Public Works Department.
62. All delivery and moving vehicles shall be accommodated on -site and prohibited from parking or stopping within the public r ight-of-way. Only ride share vehicles shall be permitted to utilize the pull-out area located on Spruce Street.
63. The proposed driveways shall be constructed per City Standard STD -161. The radius for the Bristol Street North driveway shall be 20-foot minimum and the radius for the Spruce Street driveway shall be 15-foot minimum.
64. All on-site fire hydrants shall be privately owned and maintained.
All on-site Project drainage shall comply with the latest City Water Quality requirements.
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EXHIBIT "C"
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prepared by
Bryan Crawford
Giancarlo Ganddini, PE, PTP
GANDDINI GROUP, INC.
555 Parkcenter Drive, Suite 225
Santa Ana, California 92705
(714) 795-3100 | ganddini.com Project No. 19410
PICERNE RESIDENTIAL (1300
BRISTOL STREET NORTH)
TRAFFIC IMPACT ANALYSIS
City of Newport Beach
November 23, 2021
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TABLE OF CONTENTS
EXECUTIVE SUMMARY ................................................................................................................................................ IV
1. INTRODUCTION ................................................................................................................................ .................... 1 Project Description .......................................................................................................................................................... 1 Study Area ......................................................................................................................................................................... 1 Analysis Scenarios ........................................................................................................................................................... 1
2. METHODOLOGY ................................................................................................................................ ................... 5 Traffic Phasing Ordinance Analytical Methodology (Non-CEQA) ...................................................................... 5 Intersection Capacity Utilization Methodology ........................................................................................... 5 Performance Standards ...................................................................................................................................... 5 Substantial Operational Deficiency Criteria .................................................................................................. 6 Cumulative and General Plan Analytical Methodology (CEQA) .......................................................................... 6 Thresholds of Significance for General Plan EIR Addendum ................................................................... 6 Vehicle Miles Traveled Analytical Methodology (CEQA) ...................................................................................... 6
3. EXISTING CONDITIONS ................................................................................................................................ ...... 7 Existing Roadway System .............................................................................................................................................. 7 Pedestrian Facilities ......................................................................................................................................................... 7 Bicycle Routes .................................................................................................................................................................. 7 Transit Facilities ................................................................................................................................................................ 7 General Plan Context ..................................................................................................................................................... 7 Existing Traffic Volumes ................................................................................................................................................ 7 Existing Intersection Level of Service......................................................................................................................... 8
4. PROJECT FORECASTS ....................................................................................................................................... 17 Project Trip Generation .............................................................................................................................................. 17 Project Trip Distribution and Assignment .............................................................................................................. 17
5. FUTURE VOLUME FORECASTS ...................................................................................................................... 25 City of Newport Beach Approved Projects ........................................................................................................... 25 Ambient Growth ........................................................................................................................................................... 25 TPO Year 2026 Volume Forecasts .......................................................................................................................... 25
6. TPO ANALYSIS ..................................................................................................................................................... 31 TPO Year 2026 One-Percent Threshold Analysis ............................................................................................... 31 TPO Impact Assessment ............................................................................................................................................. 31
7. CEQA ANALYSIS .................................................................................................................................................. 34 Cumulative Projects ..................................................................................................................................................... 34 CEQA Year 2026 Without Project Volume Forecasts ....................................................................................... 34 CEQA Year 2026 With Project Volume Forecasts .............................................................................................. 34 CEQA Year 2026 Impact Assessment .................................................................................................................... 34
8. GENERAL PLAN COMPARISON ANALYSIS ................................................................................................. 44 General Plan Comparison Methodology ................................................................................................................ 44 General Plan Comparison Trip Generation and Trip Distribution ................................................................... 44 Post 2030 General Plan Buildout Without Project Volume Forecasts .......................................................... 44 Post 2030 General Plan Buildout With Project Volume Forecasts ................................................................. 44 General Plan Comparison Impact Assessment ..................................................................................................... 44 15-60
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9. CONGESTION MANAGEMENT PROGRAM ................................................................................................. 52 Background .................................................................................................................................................................... 52 CMP-Monitored Intersections .................................................................................................................................. 52 Requirements for Improvements .............................................................................................................................. 52 Criteria for Preparation of CMP Impact Analysis ................................................................................................. 52
10. SITE ACCESS AND CIRCULATION .................................................................................................................. 53 Site Access ...................................................................................................................................................................... 53 On-Site Circulation ....................................................................................................................................................... 53
11. VEHICLE MILES TRAVELED (VMT) ................................................................................................................. 54 Background .................................................................................................................................................................... 54 VMT Assessment and Screening .............................................................................................................................. 54
12. CONCLUSIONS .................................................................................................................................................... 55 Project Trip Generation .............................................................................................................................................. 55 TPO Impact Analysis .................................................................................................................................................... 55 CEQA Year 2026 Impact Analysis............................................................................................................................ 55 CEQA General Plan Comparison Impact Analysis ............................................................................................... 55 VMT Screening .............................................................................................................................................................. 55 Congestion Management Program .......................................................................................................................... 55 Site Access and Circulation ........................................................................................................................................ 55
APPENDICES
Appendix A Glossary
Appendix B Volume Count Worksheets
Appendix C Level of Service Worksheets
Appendix D Approved Projects List and Cumulative Projects Appendix E TPO One-Percent Threshold Analysis
LIST OF TABLES
Table 1. Existing (2021) Intersection Levels of Service .......................................................................................... 10 Table 2. Project Trip Generation ................................................................................................................................... 18 Table 3. TPO One-Percent Threshold Analysis Summary ...................................................................................... 32 Table 4. TPO Year 2026 Intersection Levels of Service and Impact Assessment ........................................... 33 Table 5. Cumulative Projects Trip Generation .......................................................................................................... 35 Table 6. CEQA Year 2026 Intersection Levels of Service and Impact Assessment ........................................ 36 Table 7. General Plan Comparison Trip Generation ................................................................................................ 46 Table 8. General Plan Comparison: Post 2030 General Plan Buildout Intersection Levels of Service and Impact Assessment .................................................................................................................... 47
LIST OF FIGURES
Figure 1. Project Location Map .......................................................................................................................................... 3 Figure 2. Site Plan .................................................................................................................................................................. 4 Figure 3. Existing Lane Geometry and Intersection Traffic Controls ....................................................................... 9 Figure 4. Existing Pedestrian Facilities .......................................................................................................................... 11 Figure 5. Orange County Transportation Authority System Map ......................................................................... 12 Figure 6. City of Newport Beach General Plan Master Plan of Streets and Highways ................................... 13 Figure 7. City of Newport Beach General Plan Roadway Cross-Sections .......................................................... 14 15-61
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Figure 8. Existing AM Peak Hour Intersection Turning Movement Volumes ..................................................... 15 Figure 9. Existing PM Peak Hour Intersection Turning Movement Volumes ..................................................... 16 Figure 10. Project Outbound Trip Distribution – Existing General Office Building ............................................ 19 Figure 11. Project Inbound Trip Distribution – Existing General Office Building ................................................ 20 Figure 12. Project Outbound Trip Distribution – Proposed Residential ................................................................ 21 Figure 13. Project Inbound Trip Distribution – Proposed Residential .................................................................... 22 Figure 14. Project (Net) AM Peak Hour Intersection Turning Movement Volumes ........................................... 23 Figure 15. Project (Net) PM Peak Hour Intersection Turning Movement Volumes ............................................ 24 Figure 16. TPO Year 2026 Without Project AM Peak Hour Intersection Turning Movement Volumes ............................................................................................................................................................... 27 Figure 17. TPO Year 2026 Without Project PM Peak Hour Intersection Turning Movement Volumes ............................................................................................................................................................... 28 Figure 18. TPO Year 2026 With Project AM Peak Hour Intersection Turning Movement Volumes............. 29 Figure 19. TPO Year 2026 With Project PM Peak Hour Intersection Turning Movement Volumes ............. 30 Figure 20. Cumulative Projects Location Map .............................................................................................................. 37 Figure 21. Cumulative Projects AM Peak Hour Intersection Turning Movement Volumes.............................. 38 Figure 22. Cumulative Projects PM Peak Hour Intersection Turning Movement Volumes .............................. 39 Figure 23. CEQA Year 2026 Without Project AM Peak Hour Intersection Turning Movement Volumes ............................................................................................................................................................... 40 Figure 24. CEQA Year 2026 Without Project PM Peak Hour Intersection Turning Movement Volumes ............................................................................................................................................................... 41 Figure 25. CEQA Year 2026 With Project AM Peak Hour Intersection Turning Movement Volumes ............................................................................................................................................................... 42 Figure 26. CEQA Year 2026 With Project PM Peak Hour Intersection Turning Movement Volumes .......... 43 Figure 29. Post 2030 General Plan Buildout Without Project AM Peak Hour Intersection Turning Movement Volumes ......................................................................................................................................... 48 Figure 30. Post 2030 General Plan Buildout Without Project PM Peak Hour Intersection Turning Movement Volumes ......................................................................................................................................... 49 Figure 31. Post 2030 General Plan Buildout With Project AM Peak Hour Intersection Turning Movement Volumes ......................................................................................................................................... 50 Figure 32. Post 2030 General Plan Buildout With Project PM Peak Hour Intersection Turning Movement Volumes ......................................................................................................................................... 51
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EXECUTIVE SUMMARY
The purpose of this study is to evaluate the potential for transportation impacts resulting from development of the proposed project both in the context of the City of Newport Beach’s discretionary authority for conformance with locally established operational standards and the California Environmental Quality Act (CEQA). Although this is a technical report, effort has been made to write the report clearly and concisely. A glossary is provided in Appendix A to assist the reader with terms related to transportation engineering.
This study was prepared in consultation with City of Newport Beach staff and in accordance with the procedures and methodologies for assessing transportation impacts established by the City of Newport Beach.
To assess the project’s conformance with local operational standards, this study evaluates the project’s effect on traffic operations in accordance with the City’s Traffic Phasing Ordinance (TPO) and, if necessary, identifies recommended improvements or corrective measures to alleviate operational deficiencies substantially caused or worsened by the proposed project. In addition to existing (2021) conditions, this report analyzes forecast traffic conditions for year 2026 (one year after project opening).
For CEQA purposes, this study also evaluates the significance of project-related transportation impacts using cumulative methodology as well as vehicle miles traveled (VMT) analysis relative to criteria established by the City of Newport Beach as the lead agency and, if necessary, identifies any feasible mitigation measures to mitigate any significant impacts. Additionally, analysis was also prepared for Year 2026 cumulative and Post 2030 General Plan Buildout conditions in support of the project’s proposed addendum to the 2006 General Plan Environmental Impact Report (EIR).
Project Description
The project site is addressed at 1300 Bristol Street North, located at the northeast corner of Bristol Street North and Spruce Street, in the City of Newport Beach, California. The project site is currently developed with an existing office building totaling 33,292 square feet.
The proposed project involves a demolition of the existing 33,292 square foot building. The proposed redevelopment includes a new six-floor apartment building comprised of 193 residential dwelling units on five floors above at-grade parking and two levels of subterranean parking. Vehicular access is proposed to be maintained at Bristol Street North and Spruce Street. The proposed project is anticipated to be fully operational by year 2025.
The proposed project involves a Transfer of Development Rights (TDR) which includes the transfer of 77 units from Uptown Newport.
Existing Conditions
The study intersections currently operate at Levels of Service D or better during the peak hours for Existing conditions.
Project Trip Generation
The existing project site land use is estimated to generate approximately 324 daily trips, including 38 trips during the AM peak hour and 38 trips during the PM peak hour. The proposed project site land use is forecast to generate a total of approximately 1,050 daily trips, including 69 trips during the AM peak hour and 85 trips during the PM peak hour. Therefore, the proposed project is forecast to result in net increase of approximately 726 net new daily trips, including 31 net new trips during the AM peak hour and 47 net new trips during the PM peak hour.
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TPO Impact Analysis
The addition of project-generated trips is not forecast to cause any study intersection to operate deficiently (Level of Service E or F) or worsen a deficient intersection operation by more than one percent of capacity; therefore, the proposed project is forecast to result in no Level of Service impacts at the study intersections for TPO Year 2026 With Project conditions and no improvements are required.
CEQA Impact Analysis
The addition of project-generated trips is not forecast to cause any study intersection to operate deficiently (Level of Service E or F) or worsen a deficient intersection operation by more than one percent of capacity; therefore, the proposed project is forecast to result in no significant Level of Service impacts at the study intersections for CEQA Year 2026 With Project conditions and no new mitigation measures are required.
CEQA General Plan Comparison Impact Analysis
The addition of project-generated trips is not forecast to cause any study intersection to operate deficiently (Level of Service E or F) or worsen a deficient intersection operation by more than one percent of capacity; therefore, the proposed project is forecast to result in no significant Level of Service impacts at the study intersections for Post 2030 General Plan Buildout With Project conditions and no new mitigation measures are required.
VMT Screening
The proposed project is located in a City defined low-VMT area for residential use (lower than 85 percent of Countywide average VMT per capita). Per the City VMT guidelines and screening criteria, the project is considered to have a less than significant impact on VMT.
Congestion Management Program
Since the proposed project has indirect access to a CMP facility (e.g., MacArthur Boulevard or Jamboree Road) and is forecast to generate less than 2,400 daily trips, the proposed project does not satisfy the criteria for preparation of a separate CMP impact analysis.
Site Access and Circulation
Vehicular access is proposed to be maintained at Bristol Street North and Spruce Street. Since Bristol Street North is a one-way street, the project driveway at Bristol Street North will continue to provide right turn in/out only access. The project driveway at Spruce Street will continue to provide full access. Based on review of the adjacent development and lane configurations along Bristol Street North and Spruce Street, the existing lane configurations are anticipated to be adequate. The final parking and circulation will be reviewed and approved by the City of Newport Beach.
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1. INTRODUCTION
This section describes the project location, project description, study area, and analysis scenarios.
PROJECT DESCRIPTION
The project site is addressed at 1300 Bristol Street North, located at the northeast corner of Bristol Street North and Spruce Street, in the City of Newport Beach, California. The project site is currently developed with an existing office building totaling 33,292 square feet. Figure 1 shows the project location map.
The proposed project involves demolition of the existing 33,292 square foot building. The redevelopment includes a new six-floor apartment building comprised of 193 residential dwelling units on five floors above at-grade parking and two levels of subterranean parking. Vehicular access is proposed to be maintained at Bristol Street North and Spruce Street. The proposed project is anticipated to be fully operational by year 2025. Figure 2 illustrates the project site plan.
The proposed project involves a Transfer of Development Rights (TDR) which includes the proposed transfer of 77 units from Uptown Newport.
STUDY AREA
Based on scoping discussions with City of Newport Beach staff, the study area consists of the following study intersections within the City of Newport Beach, three of which share jurisdiction with the City of Irvine:
Study Intersections1 Jurisdiction
1. Campus Drive (NS) at Bristol Street North (EW) Newport Beach
2. Irvine Avenue/Campus Drive (NS) at Bristol Street South (EW) Newport Beach
3. Birch Street (NS) at Bristol Street North (EW) Newport Beach
4. Birch Street (NS) at Bristol Street South (EW) Newport Beach
5. MacArthur Boulevard (NS) at Campus Drive (EW) Newport Beach/Irvine
6. MacArthur Boulevard (NS) at Birch Street (EW) Newport Beach
7. MacArthur Boulevard (NS) at Newport Place Dr/Von Karman Avenue (EW) Newport Beach
8. MacArthur Boulevard (NS) at Jamboree Road (EW) Newport Beach/Irvine
9. MacArthur Boulevard (NS) at Bison Avenue (EW) Newport Beach
10. Jamboree Road (NS) at Campus Drive (EW) Newport Beach/Irvine
11. Jamboree Road (NS) at Bristol Street North (EW) Newport Beach
12. Jamboree Road (NS) at Bristol Street South (EW) Newport Beach
13. Jamboree Road (NS) at Eastbluff Drive/University Drive (EW) Newport Beach
ANALYSIS SCENARIOS
In accordance with the City of Newport Beach Traffic Phasing Ordinance (TPO), this traffic report evaluates the following analysis scenarios based on one year after the anticipated project opening year:
a) Existing Conditions;
b) TPO Year 2026 Without Project; and
c) TPO Year 2026 With Project
1 (NS) = North-South roadway; (EW) = East-West roadway
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Additionally, this study also evaluates the following analysis scenarios in support of the project’s proposed cumulative CEQA analysis:
d) CEQA Year 2026 Without Project;
e) CEQA Year 2026 With Project;
Lastly, this study evaluates the following analysis scenarios in support of the project’s proposed addendum to the 2006 General Plan Environmental Impact Report (EIR):
f) General Plan Comparison: Post 2030 General Plan Buildout Without Project; and g) General Plan Comparison: Post 2030 General Plan Buildout With Project.
1 15-66
Figure 1
Project Location Map
Picerne Residential (1300 Bristol Street North)
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N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site
2 15-67
Figure 2
Site Plan
Picerne Residential (1300 Bristol Street North)
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N
3 15-68
Picerne Residential (1300 Bristol Street North)
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2. METHODOLOGY
This section discusses the analysis methodologies used to assess transportation facility performance as adopted by the respective jurisdictional agencies.
TRAFFIC PHASING ORDINANCE ANALYTICAL METHODOLOGY (NON-CEQA)
To establish consistency with the City of Newport Beach General Plan and other City requirements, all proposed land use projects generating 300 or more daily trips are required to prepare a Level of Service analysis for transportation impacts consistent with Chapter 15.40 (Traffic Phasing Ordinance) of the City of Newport Beach Municipal Code. The TPO requires assessment of development project impacts on the City’s arterial circulation system based on the Intersection Capacity Utilization (ICU) methodology. While operational ICU analysis is required for conformance with the City’s TPO requirements, it is noted that a project’s effect on automobile delay (as measured by Level of Service) shall not constitute a significant environmental impact in accordance with current CEQA provisions.
Intersection Capacity Utilization Methodology
In accordance with City of Newport Beach requirements, level of service analysis of signalized intersections is based on the ICU methodology. The ICU methodology compares the volume of traffic using the intersection to the capacity of the intersection. The resulting volume-to-capacity (V/C) ratio represents that portion of the hour required to provide sufficient capacity to accommodate all intersection traffic if all approaches operate at capacity. The volume-to-capacity ratio is then correlated to a performance measure known as level of service based on the following thresholds:
Level of Service Volume/Capacity Ratio
A ≤ 0.60
B > 0.60 to ≤ 0.70
C > 0.70 to ≤ 0.80
D > 0.80 to ≤ 0.90
E > 0.90 to ≤ 1.00
F > 1.00
Source: Transportation Research Board, Interim Materials on Highway Capacity, Transportation Research Circular No. 212, January 1980.
Level of service is used to qualitatively describe the performance of a roadway facility, ranging from Level of service A (free-flow conditions) to Level of Service F (extreme congestion and system failure).
The ICU and Level of Service calculations for this study were performed using the Traffix software. In accordance with City of Newport Beach TPO requirements, the ICU calculations assume a lane capacity of 1,600 vehicles per hour per lane and no factor for yellow time. The project-related increase in ICU is rounded to three decimal places and then rounded to two decimal places.
Performance Standards
The City of Newport Beach has established Level of Service D as the minimum acceptable Level of Service for its arterial roadway system, except at the following locations where Level of Service E or better is acceptable:
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Any intersection in the Airport Area shared with City of Irvine; Dover Drive at Coast Highway;
Marguerite Avenue at Coast Highway; and
Goldenrod Avenue at Coast Highway.
Substantial Operational Deficiency Criteria
In accordance with the City’s TPO, the following criteria are used to determine if a proposed project will result in a substantial Level of Service impact and is required to provide improvements/corrective measures:
A substantial project impact is defined to occur if the addition of project-generated trips is forecast to cause/worsen a deficient intersection operation (generally Level of Service E or F) and increase the intersection capacity utilization by one percent or more of capacity (i.e., V/C increases by 0.010 or more).
If a project is forecast to cause or worsen a substantial Level of Service impact, the project must construct or provide funding for improvements, to the extent feasible, such that the project-related increase in capacity utilization does not exceed the City-established criteria.
CUMULATIVE AND GENERAL PLAN ANALYTICAL METHODOLOGY (CEQA)
Although Level of Service impacts no longer constitute a significant environmental impact based on current CEQA provisions, a Level of Service analysis and significant impact evaluation were also prepared for Year 2026 cumulative and Post 2030 General Plan Buildout conditions, which did include evaluation of Level of Service impacts based on relevant thresholds of significance at the time of preparation. The purpose of the General Plan Comparison analysis is to document whether any new traffic-related impacts would occur compared to the 2006 General Plan EIR based on the proposed project.
Thresholds of Significance for General Plan EIR Addendum
Year 2026 cumulative and Post 2030 General Plan Buildout conditions are analyzed based on the same ICU methodology used for the TPO analysis. Based on the 2006 General Plan EIR, the following criteria are used to determine if the proposed project would result in a significant Level of Service impact requiring new mitigation measures.
A significant transportation impact is defined to occur if the addition of project-generated trips is forecast to cause/worsen a deficient intersection operation (generally Level of Service E or F) and increase the intersection capacity utilization by one percent or more of capacity (i.e., V/C increases by 0.010 or more).
VEHICLE MILES TRAVELED ANALYTICAL METHODOLOGY (CEQA)
The metric used to evaluate the transportation impact of land use and transportation projects under CEQA is known as vehicle miles traveled (VMT). In general terms, VMT quantifies the amount and distance of automobile travel attributable to a project or region. Additional information and a detailed project assessment is provided in the Vehicle Miles Traveled section presented later in this report.
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3. EXISTING CONDITIONS
This section describes the existing transportation setting in the project vicinity.
EXISTING ROADWAY SYSTEM
Figure 3 identifies the lane geometry and intersection traffic controls for existing conditions based on a field survey of the study area. Regional access to the project area is provided by the San Joaquin Hills Corridor (State Route 73) freeway south of the project site running between Bristol Street North and Bristol Street South. The key north-south roadways providing local circulation are Irvine Avenue, Campus Drive, Birch Street, MacArthur Boulevard, and Jamboree Road. The key east-west roadways providing local circulation are Bristol Street North, Bristol Street South, Newport Place Drive, Von Karman Avenue, Bison Avenue, Eastbluff Drive, and University Avenue.
PEDESTRIAN FACILITIES
Existing pedestrian facilities in the project vicinity are shown on Figure 4.
BICYCLE ROUTES
On-street bicycle facilities are provided in the project area along Bristol Street North. Bristol Street North adjacent to the project site has Class II Bike Lane (On-Road Striped) and also is classified as a Class I (Off-Road Paved) Bikeway (sidewalk riding is permitted). Roadways that provide on-street bicycle facilities near the project site include Bristol Street South, Birch Street, and intermittent areas of Jamboree Road and Campus Road.
TRANSIT FACILITIES
Figure 5 shows the existing transit routes available in the project vicinity. As shown on Figure 5, Orange County Transportation Authority Route 57 services Bristol Street North adjacent to the project site. A bus stop is located along Bristol Street North adjacent to the project site at the northwest corner of the Spruce Street and Bristol Street North intersection.
GENERAL PLAN CONTEXT
Figure 6 shows the City of Newport Beach General Plan Master Plan of Streets and Highways roadway classifications map. This figure shows the nature and extent of arterial and collector highways that are needed to adequately serve the ultimate development depicted by the Land Use Element of the General Plan. The City of Newport Beach General Plan roadway cross-sections are depicted on Figure 7.
EXISTING TRAFFIC VOLUMES
Existing peak hour intersection volumes were developed from intersection turning movement counts primarily collected in January/February 2019 during typical weekday AM and PM peak periods of commuter traffic, with exception of the MacArthur Boulevard at Bison Avenue intersection that was counted in May 2018. The AM peak period was counted between 7:00 AM and 9:00 AM and the PM peak period was counted between 4:30 PM and 6:30 PM. The actual peak hour within the peak period is the four consecutive 15-minute periods with the highest total volume of all approaches. Thus, the PM peak hour at one intersection may occur at 4:45 PM to 5:45 PM if those four consecutive 15-minute periods have the highest combined volume. Count worksheets are provided in Appendix B.
Based on the project’s application date, existing volume and Level of Service conditions were established for year 2021. Existing (2021) intersection volumes were developed by applying the City’s Regional Traffic Annual 6 15-71
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Growth Rate of one percent (1.0%) per year to the measured volumes along applicable arterial highways (Irvine Avenue, Jamboree Road, and MacArthur Boulevard). This equates to a growth factor of 1.02 along those arterials with counts conducted in 2019 and a growth factor of 1.03 along those arterials with counts conducted in 2018. Intersection volumes shown in the figures and Level of Service calculations throughout this report are based on the measured count data with the adjustments for Existing (2021) conditions as described herein.
The current COVID-19 pandemic and associated public health orders have generally resulted in a decrease in traffic volumes. Additionally, it is anticipated that the pandemic may have a lasting effect on travel behavior, such as an increase in telecommuting that may sustain lower peak hour volumes compared to pre-pandemic conditions. Therefore, use of the 2018/2019 counts with application the City’s Regional Traffic Annual Growth Rate along the applicable arterials is considered to provide a conservative estimate of Existing (2021) conditions.
Figure 8 and Figure 9 show the Existing AM peak hour and PM peak hour intersection turning movement volumes.
EXISTING INTERSECTION LEVEL OF SERVICE
Existing intersection Levels of Service are summarized in Table 1. Detailed Level of Service worksheets are provided in Appendix C.
As shown in Table 1, the study intersections currently operate at Levels of Service D or better during the peak hours for Existing (2021) conditions.
7 15-72
Figure 3
Existing Lane Geometry and Intersection Traffic Controls Picerne Residential (1300 Bristol Street North)
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JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRISTOL ST
S
AVEIRVINE
BISON AVE
1 2
4 3
5 6
7 12
11 8
10 13
9 73
73 EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Traffic Signal
#-Lane Divided Roadway
#-Lane Undivided Roadway
Existing Lane
Right Turn Overlap
Free Right Turn Lane
Legend
#D
#U
RTO
F
5 MacArthur Blvd (NS)/
Campus Dr (EW)
6 MacArthur Blvd (NS)/
Birch St (EW)
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
1 Campus Dr (NS)/
Bristol St N (EW)
2 Campus Dr (NS)/
Bristol St S (EW)
9 MacArthur Blvd (NS)/
Bison Ave (EW)
3 Birch St (NS)/
Bristol St N (EW)
10 Jamboree Rd (NS)/
Campus Dr (EW)
11 Jamboree Rd (NS)/
Bristol St N (EW)
4 Birch St (NS)/
Bristol St S (EW)
12 Jamboree Rd (NS)/
Bristol St S (EW)
13 Jamboree Rd (NS)/
University Dr (EW)
N
F
F
F
RTO
F
RTO
F
#-Lanes (One-Way)#
4D
6D
4D
6D
4 4
4 4
4 3
3 4U
6D
4D
4D
4D
8D
8D
6D
4D
4D
4D
4D
4D
4D
6D
6D
7D
7D
7D
7D
8D
6D
6D
6D
6D
7D
8D
4D
4U
SPLIT
SPLIT
SPLIT
SPLIT
Split Signal PhasingSPLIT
d
De Facto Turn Laned
F
FREE
RTO
BRI
ST
OL
ST N SPRUCE
ST
Site
8 15-73
V/C2 LOS3 V/C2 LOS3
1. Campus Dr (NS) at Bristol St North (EW) TS 0.54 A 0.68 B
2. Irvine Ave/Campus Dr (NS) at Bristol St South (EW) TS 0.67 B 0.52 A
3. Birch St (NS) at Bristol St North (EW) TS 0.64 B 0.55 A
4. Birch St (NS) at Bristol St South (EW) TS 0.48 A 0.48 A
5. MacArthur Blvd (NS) at Campus Dr (EW)4
TS 0.48 A 0.81 D
6. MacArthur Blvd (NS) at Birch St (EW) TS 0.36 A 0.59 A
7. MacArthur Blvd (NS) at Newport Pl Dr/Von Karman Ave (EW) TS 0.55 A 0.52 A
8. MacArthur Blvd (NS) at Jamboree Rd (EW)
4 TS 0.59 A 0.68 B
9. MacArthur Blvd (NS) at Bison Ave (EW) TS 0.68 B 0.59 A
10. Jamboree Rd (NS) at Campus Dr (EW)4
TS 0.60 A 0.61 B
11. Jamboree Rd (NS) at Bristol St North (EW) TS 0.37 A 0.47 A
12. Jamboree Rd (NS) at Bristol St South (EW) TS 0.67 B 0.62 B
13. Jamboree Rd (NS) at Eastbluff Dr/University Dr (EW) TS 0.62 B 0.53 A Notes:
(1) TS = Traffic Signal
(2) V/C = Volume/Capacity
(3) LOS = Level of Service
(4) Level of Service E is acceptable; shared jurisdiction with City of Irvine.
Table 1
Existing (2021) Intersection Levels of Service
ID Study Intersection
Traffic
Control1
PM Peak HourAM Peak Hour
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9 15-74
Figure 4
Existing Pedestrian Facilities
Picerne Residential (1300 Bristol Street North)
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N
Site
Sidewalk
Legend
Cross Walk
Bus StopB
B
BR
ISTO
L ST N
ORTH
SPR
UCE ST
10 15-75
Figure 5
Orange County Transportation Authority System Map
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N
Source: Orange County Transportation Authority
Site
11 15-76
Figure 6
City of Newport Beach General Plan
Master Plan of Streets and Highways
Picerne Residential (1300 Bristol Street North)
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N
Source: City of Newport Beach
Site
12 15-77
Figure 7
City of Newport Beach General Plan Roadway Cross-Sections Picerne Residential (1300 Bristol Street North)
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Source: City of Newport Beach
13 15-78
Figure 8
Existing AM Peak Hour Intersection Turning Movement Volumes Picerne Residential (1300 Bristol Street North)
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N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
55 587
75 324
870
211
460
759
71 39
164
71 6
MacArthur Blvd (NS)/
Birch St (EW)
34 631
81 84
677
167
84 319
64 27
116
55 7
MacArthur Blvd (NS)/
Von Karman Ave (EW)
47 823
699
52 423
125
17 72
32 165
96 20
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
177
922
549
65 392
265
439
1027
183
330
743
205
1 Campus Dr (NS)/
Bristol St N (EW)
482
1605
275
240
208
1077
238
2 Campus Dr (NS)/
Bristol St S (EW)
1125
288
96 378
980
1818
464
9 MacArthur Blvd (NS)/
Bison Ave (EW)
270
2350
138
44 2342
225
214
222
199
497
237
80 3
Birch St (NS)/
Bristol St N (EW)
96 1051
103
98 387
1306
203
10 Jamboree Rd (NS)/
Campus Dr (EW)
110
1141
200
165
1799
140
73 197
50 327
283
100
11 Jamboree Rd (NS)/
Bristol St N (EW)
728
1665
771
719
413
4 Birch St (NS)/
Bristol St S (EW)
385
381
165
326
755
1213
209
12 Jamboree Rd (NS)/
Bristol St S (EW)
1875
21 704
1228
527
1398
13 Jamboree Rd (NS)/
University Dr (EW)
89 1256
223
97 1538
408
430
103
44 223
147
170
14 15-79
Figure 9
Existing PM Peak Hour Intersection Turning Movement Volumes Picerne Residential (1300 Bristol Street North)
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N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
206
1098
52 158
953
589
315
319
64 78
1038
209
6 MacArthur Blvd (NS)/
Birch St (EW)
121
874
32 49
875
168
304
277
42 109
500
210
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
38 810
278
57 926
48 98
141
194
612
89 89
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
263
677
318
154
1468
395
253
958
51 461
1014
202
1 Campus Dr (NS)/
Bristol St N (EW)
437
696
1012
1160
267
1803
111
2 Campus Dr (NS)/
Bristol St S (EW)
676
261
206
1064
460
1001
556
9 MacArthur Blvd (NS)/
Bison Ave (EW)
146
2384
144
162
2524
233
188
210
205
257
215
109
3 Birch St (NS)/
Bristol St N (EW)
142
358
443
661
458
1477
119
10 Jamboree Rd (NS)/
Campus Dr (EW)
74 1164
492
187
1370
146
175
586
192
202
334
152
11 Jamboree Rd (NS)/
Bristol St N (EW)
743
1499
845
916
756
4 Birch St (NS)/
Bristol St S (EW)
168
319
245
725
258
1117
112
12 Jamboree Rd (NS)/
Bristol St S (EW)
1856
78 983
961
860
1029
13 Jamboree Rd (NS)/
University Dr (EW)
47 1528
211
145
1515
431
215
90 21
238
111
136
15 15-80
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4. PROJECT FORECASTS
This section describes how project trip generation, trip distribution, and trip assignment forecasts were developed. The forecast project volumes are illustrated on figures contained in this section.
PROJECT TRIP GENERATION
Table 2 shows the project trip generation based upon trip generation rates obtained from the Institute of Transportation Engineers (ITE) Trip Generation Manual (10th Edition, 2017). Based on review of the ITE land use description, trip generation rates for general office building (Land Use Code 710) and multifamily housing (mid-rise) (Land Use Code 221) were determined to adequately represent the existing and proposed land uses and were selected for use in this analysis. The project trip generation forecast is determined by multiplying the trip generation rates by the land use quantities.
As shown in Table 2, the existing project site land use is estimated to generate approximately 324 daily trips, including 38 trips during the AM peak hour and 38 trips during the PM peak hour. The proposed project site land use is forecast to generate approximately 1,050 daily trips, including 69 trips during the AM peak hour and 85 trips during the PM peak hour. Therefore, the proposed project is forecast to result in net increase of approximately 726 net new daily trips, including 31 net new trips during the AM peak hour and 47 net new trips during the PM peak hour.
PROJECT TRIP DISTRIBUTION AND ASSIGNMENT
Figure 10 thru Figure 13 show the forecast directional distribution patterns for the project generated trips.
The project trip distribution patterns were developed in consultation with City of Newport Beach staff based on review of existing volume data, surrounding land uses, and the local and regional roadway facilities in the project vicinity.
The project-generated AM and PM peak hour intersection turning movement volumes are shown on Figure 14 and Figure 15.
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% In % Out Rate % In % Out Rate
General Office Building ITE 710 TSF 86% 14% 1.16 16% 84% 1.15 9.74 Multifamily Housing (Mid-Rise) ITE 221 DU 26% 74% 0.36 61% 39% 0.44 5.44 In Out Total In Out Total
Existing
General Office Building 33.292 TSF 33 5 38 6 32 38 324
Proposed
Multifamily Housing (Mid-Rise) 193 DU 17 52 69 52 33 85 1,050 NET PROJECT TRIPS GENERATED -16 +47 +31 +46 +1 +47 +726 Notes:
(1) ITE = Institute of Transportation Engineers Trip Generation Manual (10th Edition, 2017); ### = Land Use Code (2) TSF = Thousand Square Feet; DU = Dwelling Units
Daily
Trip Generation Rates
Trips Generated
Daily
Table 2
Project Trip Generation
Land Use Quantity Unit 2
AM Peak Hour PM Peak Hour
Land Use Source1 Unit2
AM Peak Hour PM Peak Hour
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UNIVERSITY DR
Figure 10
Project Outbound Trip Distribution - Existing General Office Building Picerne Residential (1300 Bristol Street North)
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N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRISTOL ST
S
BISON AVE
73 73
100%
15%
10% 5% 15%
20%
15%
50%
20%
15%
AVEIRVINE
EAS
TBLUF
F DR
MESA DR
Percent From Project
Legend
10%
SA
N JOAQUIN HI
LLS CORR
IDO
R
BRI
ST
OL
ST N SPRUCE
ST
Site
18 15-83
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Figure 11
Project Inbound Trip Distribution - Existing General Office Building Picerne Residential (1300 Bristol Street North)
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N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRISTOL ST
S
BISON AVE
73 73
100%15%
35%
20%
15%
AVEIRVINE
EAS
TBLUF
F DR
MESA DR
Percent To Project
Legend
10%
15%5%10%
20%
15%
50%
BRI
ST
OL
ST N SPRUCE
ST
Site
19 15-84
UNIVERSITY DR
Figure 12
Project Outbound Trip Distribution - Proposed Residential Picerne Residential (1300 Bristol Street North)
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N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRISTOL ST
S
BISON AVE
73 73
100%
20%
15% 5% 25%
20%
5%
55%
10%
10%
AVEIRVINE
EAS
TBLUF
F DR
MESA DR
Percent From Project
Legend
10%
SA
N JOAQUIN HI
LLS CORR
IDO
R
BRI
ST
OL
ST N SPRUCE
ST
Site
10%
20 15-85
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Figure 13
Project Inbound Trip Distribution - Proposed Residential Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRISTOL ST
S
BISON AVE
73 73
100%5%
25%
10%
10%
AVEIRVINE
EAS
TBLUF
F DR
MESA DR
Percent To Project
Legend
10%
25%5%15%
20%
20%
65%
BRI
ST
OL
ST N SPRUCE
ST
Site
10%
20%
21 15-86
Figure 14
Project (Net) AM Peak Hour Intersection Turning Movement Volumes Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
0 7
0 0
-1
0 0
0 0
0 0
0 6
MacArthur Blvd (NS)/
Birch St (EW)
0 0
0 0
-1
0 7
2 0
0 0
0 7
MacArthur Blvd (NS)/
Von Karman Ave (EW)
0 0
0 0
-1
0 0
0 0
-1
0 0
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
-3
0 0
0 0
-2
0 12
4 0
-1
0 1
Campus Dr (NS)/
Bristol St N (EW)
0 0
0 0
2 9
0 2
Campus Dr (NS)/
Bristol St S (EW)
0 -4
0 2
0 -3
0 9
MacArthur Blvd (NS)/
Bison Ave (EW)
0 -5
0 0
4 0
0 0
0 0
0 0
3 Birch St (NS)/
Bristol St N (EW)
0 0
0 0
26 11
10 10
Jamboree Rd (NS)/
Campus Dr (EW)
0 12
0 0
-1
0 0
0 0
0 0
0 11
Jamboree Rd (NS)/
Bristol St N (EW)
-11
16 0
0 -5
4 Birch St (NS)/
Bristol St S (EW)
0 0
26 0
0 -7
0 12
Jamboree Rd (NS)/
Bristol St S (EW)
-3
0 0
9 5
4 13
Jamboree Rd (NS)/
University Dr (EW)
0 -3
0 0
4 0
0 0
0 0
0 0
22 15-87
Figure 15
Project (Net) PM Peak Hour Intersection Turning Movement Volumes Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
0 2
0 0
7 0
0 0
0 0
0 0
6 MacArthur Blvd (NS)/
Birch St (EW)
0 0
0 0
7 0
2 0
0 0
0 0
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
0 0
0 0
7 0
0 0
0 2
0 0
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
9 0
0 0
0 10
0 3
-3
0 12
0 1
Campus Dr (NS)/
Bristol St N (EW)
0 0
0 0
-3
0 0
2 Campus Dr (NS)/
Bristol St S (EW)
0 2
0 -3
0 9
0 9
MacArthur Blvd (NS)/
Bison Ave (EW)
0 4
0 0
-3
0 0
0 0
0 0
0 3
Birch St (NS)/
Bristol St N (EW)
0 0
0 0
2 -3
2 10
Jamboree Rd (NS)/
Campus Dr (EW)
0 3
0 0
12 0
0 0
0 0
0 0
11 Jamboree Rd (NS)/
Bristol St N (EW)
15 0
0 0
31 4
Birch St (NS)/
Bristol St S (EW)
0 0
2 0
0 11
0 12
Jamboree Rd (NS)/
Bristol St S (EW)
4 0
0 11
3 -2
13 Jamboree Rd (NS)/
University Dr (EW)
0 4
0 0
-2
0 0
0 0
0 0
0 23
15-88
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
25 19410
5. FUTURE VOLUME FORECASTS
This section describes how future volume forecasts for the TPO scenarios were developed. Forecast study area volumes are illustrated on figures contained in this section.
CITY OF NEWPORT BEACH APPROVED PROJECTS
The City of Newport Beach staff provided a list of approved projects within the study area for use in the TPO analysis. The approved project list consists of future developments that have been approved, but have not been fully constructed and occupied. The approved project data is contained in Appendix D.
Trips associated with the following 18 projects are included in the TPO analysis:
Fashion Island Expansion
Temple Bat Yahm Expansion
Hoag Hospital Phase III
St. Mark Presbyterian Church
2300 Newport Blvd (Vue)
Hoag Health Center 500-540 Superior
North Newport Center
328 Old Newport Medical Office GPA
Mariner’s Pointe 23,105 SQ FT Commercial Center
Back Bay Landing 300 ECH
Birch Newport Executive Center
Ebb Tide Residential
ENC Pre-School
Balboa Marina West
Newport Crossings
Museum House – Vivante Senior Center
Uptown Newport: Phase 1 – Trans Devel Rights (TDR)
Uptown Newport: Phase 2 only
Residences at 4400 VK
The proposed project involves a Transfer of Development Rights (TDR) which includes the transfer of 77 units from Uptown Newport. The Uptown Newport project volumes have been reduced by 77 apartment units.
AMBIENT GROWTH
To account for ambient growth on roadways, existing volumes were increased by a growth rate of one percent (1.0%) per year through year 2026 along applicable arterial highways (Irvine Avenue, Jamboree Road, and MacArthur Boulevard) in accordance with the City of Newport Beach Regional Traffic Annual Growth Rate.
This equates to a growth factor of 1.07 along arterials with counts conducted in 2019 and a growth factor of
1.08 along arterials with counts conducted in 2018.
TPO YEAR 2026 VOLUME FORECASTS
TPO Year 2026 Without Project volume forecasts were developed by adding ambient growth and approved projects trips to existing volumes. TPO Year 2026 Without Project AM and PM peak hour intersection turning movement volumes are shown on Figure 16 and Figure 17.
24 15-89
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
26 19410
TPO Year 2026 With Project volume forecasts were developed by adding project-generated trips to TPO Year 2026 Without Project volumes. TPO Year 2026 With Project AM and PM peak hour intersection turning movement volumes are shown on Figure 18 and Figure 19.
25 15-90
Figure 16
TPO Year 2026 Without Project
AM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
58 707
79 342
953
221
460
759
71 39
164
78 6
MacArthur Blvd (NS)/
Birch St (EW)
35 689
85 100
741
178
112
330
64 27
133
105
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
49 895
739
55 483
132
17 72
32 181
96 20
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
186
979
583
75 441
296
469
1109
192
399
930
236
1 Campus Dr (NS)/
Bristol St N (EW)
482
1612
282
240
226
1181
238
2 Campus Dr (NS)/
Bristol St S (EW)
1182
304
96 403
985
1824
464
9 MacArthur Blvd (NS)/
Bison Ave (EW)
284
2486
153
46 2505
237
216
227
200
513
238
80 3
Birch St (NS)/
Bristol St N (EW)
98 1054
119
121
398
1404
206
10 Jamboree Rd (NS)/
Campus Dr (EW)
134
1313
220
173
1914
148
75 197
54 329
283
100
11 Jamboree Rd (NS)/
Bristol St N (EW)
771
1780
826
823
532
4 Birch St (NS)/
Bristol St S (EW)
390
384
173
345
755
1213
215
12 Jamboree Rd (NS)/
Bristol St S (EW)
2003
22 807
1248
536
1427
13 Jamboree Rd (NS)/
University Dr (EW)
93 1359
238
102
1710
428
430
103
44 223
147
170
26 15-91
Figure 17
TPO Year 2026 Without Project
PM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
216
1212
55 174
1077
617
315
319
64 78
1038
0 6
MacArthur Blvd (NS)/
Birch St (EW)
127
947
33 103
958
179
318
292
42 109
514
237
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
40 887
308
60 1006
50 98
141
194
622
89 89
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
276
737
388
186
1552
0 279
1169
54 507
1135
225
1 Campus Dr (NS)/
Bristol St N (EW)
437
710
1016
1160
274
1858
111
2 Campus Dr (NS)/
Bristol St S (EW)
713
293
206
1075
470
1005
556
9 MacArthur Blvd (NS)/
Bison Ave (EW)
157
2564
0 170
2675
255
193
213
0 263
219
109
3 Birch St (NS)/
Bristol St N (EW)
150
369
451
671
464
1526
123
10 Jamboree Rd (NS)/
Campus Dr (EW)
88 1277
521
196
1554
155
176
586
0 212
334
152
11 Jamboree Rd (NS)/
Bristol St N (EW)
785
1750
0 993
842
4 Birch St (NS)/
Bristol St S (EW)
187
337
248
735
258
1135
116
12 Jamboree Rd (NS)/
Bristol St S (EW)
2037
81 1061
1070
867
1065
13 Jamboree Rd (NS)/
University Dr (EW)
49 1716
228
152
1655
453
215
90 21
245
111
0 27
15-92
Figure 18
TPO Year 2026 With Project
AM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
58 714
79 342
952
221
460
759
71 39
164
78 6
MacArthur Blvd (NS)/
Birch St (EW)
35 689
85 100
740
178
119
332
64 27
133
105
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
49 895
739
55 482
132
17 72
32 180
96 20
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
183
979
583
75 441
294
469
1121
196
399
929
236
1 Campus Dr (NS)/
Bristol St N (EW)
482
1612
282
240
228
1190
238
2 Campus Dr (NS)/
Bristol St S (EW)
1182
300
96 405
985
1821
464
9 MacArthur Blvd (NS)/
Bison Ave (EW)
284
2481
153
46 2509
237
216
227
200
513
238
80 3
Birch St (NS)/
Bristol St N (EW)
98 1054
119
121
424
1415
216
10 Jamboree Rd (NS)/
Campus Dr (EW)
134
1325
220
173
1913
148
75 197
54 329
283
100
11 Jamboree Rd (NS)/
Bristol St N (EW)
760
1796
826
823
527
4 Birch St (NS)/
Bristol St S (EW)
390
384
199
345
755
1206
215
12 Jamboree Rd (NS)/
Bristol St S (EW)
2000
22 807
1257
541
1431
13 Jamboree Rd (NS)/
University Dr (EW)
93 1356
238
102
1714
428
430
103
44 223
147
170
28 15-93
Figure 19
TPO Year 2026 With Project
PM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
216
1214
55 174
1084
617
315
319
64 78
1038
0 6
MacArthur Blvd (NS)/
Birch St (EW)
127
947
33 103
965
179
320
292
42 109
514
237
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
40 887
308
60 1013
50 98
141
194
624
89 89
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
285
737
388
186
1552
0 279
1172
51 507
1147
225
1 Campus Dr (NS)/
Bristol St N (EW)
437
710
1016
1160
271
1858
111
2 Campus Dr (NS)/
Bristol St S (EW)
713
295
206
1072
470
1014
556
9 MacArthur Blvd (NS)/
Bison Ave (EW)
157
2568
0 170
2672
255
193
213
0 263
219
109
3 Birch St (NS)/
Bristol St N (EW)
150
369
451
671
466
1523
125
10 Jamboree Rd (NS)/
Campus Dr (EW)
88 1280
521
196
1566
155
176
586
0 212
334
152
11 Jamboree Rd (NS)/
Bristol St N (EW)
800
1750
0 993
873
4 Birch St (NS)/
Bristol St S (EW)
187
337
250
735
258
1146
116
12 Jamboree Rd (NS)/
Bristol St S (EW)
2041
81 1061
1081
870
1064
13 Jamboree Rd (NS)/
University Dr (EW)
49 1720
228
152
1654
453
215
90 21
245
111
0 29
15-94
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
31 19410
6. TPO ANALYSIS
Detailed intersection Level of Service calculation worksheets for each of the following analysis scenarios are provided in Appendix C.
TPO YEAR 2026 ONE-PERCENT THRESHOLD ANALYSIS
Table 3 summarizes the City of Newport Beach TPO one-percent threshold analysis. In accordance with the City of Newport Beach TPO requirements, if project-generated peak hour approach volumes are greater than or equal to one percent of the forecast peak hour volumes on any approach of an intersection, then a detailed ICU analysis is required to assess the project-related change in ICU. The TPO one-percent analysis calculation worksheets are contained in Appendix E.
The following four study intersections are forecast to exceed the TPO one-percent threshold and require ICU analysis:
3. Birch Street (NS) at Bristol Street North (EW)
4. Birch Street (NS) at Bristol Street South (EW)
6. MacArthur Boulevard (NS) at Birch Street (EW)
11. Jamboree Road (NS) at Bristol Street North (EW)
TPO IMPACT ASSESSMENT
ICU and Levels of Service at the applicable study intersections for TPO Year 2026 Without and With Project conditions are shown in Table 4. As shown in Table 4, the study intersections are forecast to operate at Levels of Service D or better during the peak hours for TPO Year 2026 Without and With Project conditions.
Table 4 also calculates the net change in ICU at the applicable study intersections for TPO Year 2026 With Project conditions. As shown in Table 4, the addition of project-generated trips is not forecast to cause any study intersection to operate deficiently (Level of Service E or F) or worsen a deficient intersection operation by more than one percent of capacity; therefore, the proposed project is forecast to result in no Level of Service impacts at the study intersections for TPO Year 2026 With Project conditions and no improvements are required.
30 15-95
Northbound Southbound Eastbound Westbound
AM No No No No
PM No No No No
AM No No No No
PM No No No No
AM No No No Yes
PM No No No No
AM No Yes No No
PM No No No No
AM No No No No
PM No No No No
AM No No Yes No
PM No No No No
AM No No No No
PM No No No No
AM No No No No
PM No No No No
AM No No No No
PM No No No No
AM No No No No
PM No No No No
AM No No No No
PM No Yes No No
AM No No No No
PM No No No No
AM No No No No
PM No No No No
Notes:
MacArthur Blvd (NS) at Bison Ave (EW)
11. Jamboree Rd (NS) at Bristol St North (EW)
12. 13. Jamboree Rd (NS) at Eastbluff Dr/University Dr (EW) Table 3
TPO One-Percent Threshold Analysis Summary
ID Study Intersection
Peak
Hour
Project Trips Exceed One Percent?1
Birch St (NS) at Bristol St North (EW)
Birch St (NS) at Bristol St South (EW)
MacArthur Blvd (NS) at Campus Dr (EW)
MacArthur Blvd (NS) at Birch St (EW)
MacArthur Blvd (NS) at Newport Pl Dr/Von Karman Ave (EW) MacArthur Blvd (NS) at Jamboree Rd (EW)
Jamboree Rd (NS) at Campus Dr (EW)
Jamboree Rd (NS) at Bristol St South (EW)
(1) If the project is forecast to contribute 1% or more of the projected TPO analysis year peak hour volume, then detailed Intersection Capacity Utilization analysis is required in accordance with the City of Newport Beach Traffic Phasing Ordinance.
1. 2.
Campus Dr (NS) at Bristol St North (EW)
Irvine Ave/Campus Dr (NS) at Bristol St South (EW)
3. 4.
5. 6.
7. 8.
9. 10.
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
31 15-96
V/C2 LOS3 V/C2 LOS3 V/C2 LOS3 V/C2 LOS3 AM PM
3. Birch St (NS) at Bristol St North (EW) TS 0.67 B 0.57 A 0.67 B 0.57 A 0.00 0.00 No
4. Birch St (NS) at Bristol St South (EW) TS 0.48 A 0.49 A 0.49 A 0.49 A +0.01 0.00 No
6. MacArthur Blvd (NS) at Birch St (EW) TS 0.41 A 0.63 B 0.41 A 0.63 B 0.00 0.00 No
11. Jamboree Rd (NS) at Bristol St North (EW) TS 0.41 A 0.51 A 0.41 A 0.52 A 0.00 +0.01 No Notes:
(1) TS = Traffic Signal
(2) V/C = Volume/Capacity
(3) LOS = Level of Service
(4) Level of Service E is acceptable; shared jurisdiction with City of Irvine.
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Table 4
TPO Year 2026 Intersection Levels of Service and Impact Assessment ID Study Intersection
Traffic
Control1
TPO Without Project TPO With Project
V/C Increase Significant
Impact
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
32 15-97
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
34 19410
7. CEQA ANALYSIS
This section presents analysis of Year 2026 cumulative conditions. Detailed intersection Level of Service calculation worksheets for each of the following analysis scenarios are provided in Appendix C.
CUMULATIVE PROJECTS
In addition to the approved projects in the City of Newport Beach (addressed in the TPO analysis), CEQA requires analysis of cumulative conditions. This CEQA analysis also includes traffic from pending projects in the Cities of Newport Beach and Irvine, in addition to the approved projects. Pending projects consist of projects that are in various stages of the application and approval process but are not yet approved. These projects are considered to be reasonably foreseeable projects in the vicinity of the project and must be included in the Cumulative conditions analysis for CEQA purposes. The Cities of Newport Beach and Irvine were consulted and provided the list of cumulative projects to be included in this analysis.
Table 5 includes the trip generation for cumulative projects as provided by the City of Newport Beach, University of California, Irvine, and City of Irvine. Figure 20 shows the cumulative projects location map.
Cumulative Projects AM and PM peak hour intersection turning movement volumes are shown on Figure 21 and Figure 22.
CEQA YEAR 2026 WITHOUT PROJECT VOLUME FORECASTS
CEQA Year 2026 Without Project volume forecasts were developed by adding cumulative projects trips to TPO Year 2026 Without Project volumes. CEQA Year 2026 Without Project AM and PM peak hour intersection turning movement volumes are shown on Figure 23 and Figure 24.
CEQA YEAR 2026 WITH PROJECT VOLUME FORECASTS
CEQA Year 2026 With Project volume forecasts were developed by adding project trips to CEQA Year 2026 Without Project volumes. CEQA Year 2026 With Project AM and PM peak hour intersection turning movement volumes are shown on Figure 25 and Figure 26.
CEQA YEAR 2026 IMPACT ASSESSMENT
ICU and Levels of Service at the applicable study intersections for CEQA Year 2026 Without and With Project conditions are shown in Table 6. As shown in Table 6, the study intersections are forecast to operate at Levels of Service D or better during the peak hours for CEQA Year 2026 Without and With Project conditions.
Table 6 also calculates the net change in ICU at the applicable study intersections for CEQA Year 2026 With Project conditions. As shown in Table 6, the addition of project-generated trips is not forecast to cause any study intersection to operate deficiently (Level of Service E or F) or worsen a deficient intersection operation by more than one percent of capacity; therefore, the proposed project is forecast to result in no significant Level of Service impacts at the study intersections for CEQA Year 2026 With Project conditions and no new mitigation measures are required.
33 15-98
Project
ID In Out Total In Out Total
City of Newport Beach
General Office Building (Existing) 37.515 TSF
Medical-Dental Office
Building (Proposed) 37.515 TSF
NB2 Newport Beach Porsche Auto Dealership 143.494 TSF 195 72 267 139 208 347 3,995 Quality Restaurant 10.240 TSF
Commercial Retail 0.747 TSF
Existing Uses
John Siple/Johnson Yacht Sales 0.500 TSF
Sun Country Marine 1.000 TSF
Powerhouse Vehicle Sales 17.000 TSF
WCH-Duffield Marine 2.000 TSF
General Office Building 7.185 TSF
WCH-A'Maree's 8.100 TSF
Marina 68 Berths
Proposed Uses
Multifamily Housing (Mid-Rise) 108 DU
General Office 55.280 TSF
Car Show Room 7.900 TSF
Single-Family Detached Residential 14 DU
General Office 36.620 TSF
Duffield Marine Sales/Office 2.000 TSF
Boat Show Room 10 EMP
High-Turnover Sit-Down Restaurant 3.815 TSF
Quality Restaurant 9.100 TSF
Marina 63 Berths
NB5 Residences at
Newport Center Condominiums 28 DU
Fast-Food Restaurant
w/ Drive-Thru (Existing) 2.565 TSF
Coffee Shop
w/ Drive Thru (Proposed) 2.565 TSF
Multifamily Housing 564 DU
Single-Family Detached Residential 954 DU
University of California, Irvine
Hospital 144 BEDS
Ambulatory Care 225.000 TSF
UCI North Campus Child
Health/Medical Office Medical Office Building 168.000 TSF 331 79 410 162 414 576 5,531 City of Irvine
00850007-PPA Warehouse Facility 138.230 TSF 66 13 79 14 51 65 573 00821827-PCPM Automotive Repair 10.309 TSF 15 8 23 15 17 32 245 IPA36-13 00832529-PMPC Quality Restaurant 2.500 TSF 1 1 2 13 7 20 210 IPA36-15 00830587-PCPM Private School
(Office for Trip Gen Purposes) 5.621 TSF 617167 5 5
1,773 1,405 3,178 1,645 1,987 3,632 38,983Total
Source: Data provided by City of Newport Beach, City of Irvine, and UCI traffic studies.
IPA36-2
520 722 8,550202
NB7 Newport Coast 413 932 1,345 926
UCI
UCI North Campus
Hospital Project 526 163 689
12 16 28 896
557 1,483 14,778
NB6 Starbucks-Birch 63 62 125
Nominal
971
NB4 Newport Village 108 55 163 77 105
NB3 The Garden Restaurant 6 2 8 55
182 2,238
29 84
29 57 86 941
Table 5
Cumulative Projects Trip Generation
Project Name Land Use Quantity Units
Net Trips Generated1
AM Peak Hour PM Peak Hour
Daily
NB1 1400 Bristol St.
Medical Offices 43 17 60
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
34 15-99
V/C2 LOS3 V/C2 LOS3 V/C2 LOS3 V/C2 LOS3 AM PM
1. Campus Dr (NS) at Bristol St North (EW) TS 0.562 A 0.700 B 0.564 A 0.700 B +0.002 0.000 No
2. Irvine Ave/Campus Dr (NS) at Bristol St South (EW) TS 0.710 C 0.551 A 0.707 C 0.554 A - 0.003 +0.003 No
3. Birch St (NS) at Bristol St North (EW) TS 0.688 B 0.590 A 0.692 B 0.589 A +0.004 - 0.001 No
4. Birch St (NS) at Bristol St South (EW) TS 0.515 A 0.502 A 0.522 A 0.504 A +0.007 +0.002 No
5. MacArthur Blvd (NS) at Campus Dr (EW)4
TS 0.524 A 0.836 D 0.525 A 0.836 D +0.001 0.000 No
6. MacArthur Blvd (NS) at Birch St (EW) TS 0.460 A 0.680 B 0.461 A 0.680 B +0.001 0.000 No
7. MacArthur Blvd (NS) at Newport Pl Dr/Von Karman Ave (EW) TS 0.587 A 0.569 A 0.587 A 0.571 A 0.000 +0.002 No
8. MacArthur Blvd (NS) at Jamboree Rd (EW)
4 TS 0.742 C 0.806 D 0.741 C 0.811 D - 0.001 +0.005 No
9. MacArthur Blvd (NS) at Bison Ave (EW) TS 0.727 C 0.660 B 0.728 C 0.659 B +0.001 - 0.001 No
10. Jamboree Rd (NS) at Campus Dr (EW)4
TS 0.677 B 0.670 B 0.677 B 0.673 B 0.000 +0.003 No
11. Jamboree Rd (NS) at Bristol St North (EW) TS 0.437 A 0.531 A 0.433 A 0.545 A - 0.004 +0.014 No
12. Jamboree Rd (NS) at Bristol St South (EW) TS 0.732 C 0.695 B 0.733 C 0.698 B +0.001 +0.003 No
13. Jamboree Rd (NS) at Eastbluff Dr/University Dr (EW) TS 0.690 B 0.625 B 0.691 B 0.626 B +0.001 +0.001 No Notes:
(1) TS = Traffic Signal
(2) V/C = Volume/Capacity
(3) LOS = Level of Service
(4) Level of Service E is acceptable; shared jurisdiction with City of Irvine.
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Table 6
CEQA Year 2026 Intersection Levels of Service and Impact Assessment ID Study Intersection
Traffic
Control1
CEQA Without Project CEQA With Project
V/C Increase Significant
Impact
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
35 15-100
Other DevelopmentOther Development
Legend
N
____________________________________________________________________________________________________________________________________________________________________________________________________ Figure 20
Cumulave Projects Locaon Map
Picerne Residen
al (1300 Bristol Street North)
Traffic Impact Analysis
19410
MAIN ST
Site
405
73 55
36 15-101
Figure 21
Cumulative Projects
AM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
0 92
0 0
66 0
0 0
0 0
0 0
6 MacArthur Blvd (NS)/
Birch St (EW)
0 82
0 17
46 3
5 56
0 0
18 5
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
0 82
2 0
46 0
0 0
0 2
0 0
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
18 60
120
0 30
18 24
237
2 33
101
0 1
Campus Dr (NS)/
Bristol St N (EW)
0 0
0 0
3 31
0 2
Campus Dr (NS)/
Bristol St S (EW)
0 12
0 3
0 87
0 9
MacArthur Blvd (NS)/
Bison Ave (EW)
0 160
4 0
57 0
0 16
0 6
53 0
3 Birch St (NS)/
Bristol St N (EW)
9 61
14 10
29 16
3 10
Jamboree Rd (NS)/
Campus Dr (EW)
0 161
0 89
197
0 0
0 0
0 1
36 11
Jamboree Rd (NS)/
Bristol St N (EW)
30 263
0 94
43 4
Birch St (NS)/
Bristol St S (EW)
35 0
38 5
35 65
0 12
Jamboree Rd (NS)/
Bristol St S (EW)
235
0 94
58 9
12 13
Jamboree Rd (NS)/
University Dr (EW)
0 212
61 3
95 8
20 0
0 30
0 3
37 15-102
Figure 22
Cumulative Projects
PM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
0 80
0 0
93 0
0 0
0 0
0 0
6 MacArthur Blvd (NS)/
Birch St (EW)
0 54
0 7
85 1
7 26
0 0
58 19
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
0 54
2 0
85 0
0 0
0 5
0 0
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
8 38
50 0
61 29
18 134
10 129
248
0 1
Campus Dr (NS)/
Bristol St N (EW)
0 0
0 0
9 88
0 2
Campus Dr (NS)/
Bristol St S (EW)
0 5
0 9
0 37
0 9
MacArthur Blvd (NS)/
Bison Ave (EW)
0 84
6 0
167
0 0
52 0
5 32
0 3
Birch St (NS)/
Bristol St N (EW)
2 25
22 38
34 58
9 10
Jamboree Rd (NS)/
Campus Dr (EW)
0 226
0 46
178
0 0
1 0
0 1
98 11
Jamboree Rd (NS)/
Bristol St N (EW)
17 162
0 230
55 4
Birch St (NS)/
Bristol St S (EW)
12 0
37 19
15 28
0 12
Jamboree Rd (NS)/
Bristol St S (EW)
134
0 230
45 2
12 13
Jamboree Rd (NS)/
University Dr (EW)
0 125
39 1
221
20 8
0 0
63 0
1 38
15-103
Figure 23
CEQA Year 2026 Without Project
AM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
58 799
79 342
1019
221
460
759
71 39
164
78 6
MacArthur Blvd (NS)/
Birch St (EW)
35 771
85 117
787
181
117
386
64 27
151
110
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
49 977
741
55 529
132
17 72
32 183
96 20
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
204
1039
703
75 471
314
493
1346
194
432
1031
236
1 Campus Dr (NS)/
Bristol St N (EW)
482
1612
282
240
229
1212
238
2 Campus Dr (NS)/
Bristol St S (EW)
1182
316
96 406
985
1911
464
9 MacArthur Blvd (NS)/
Bison Ave (EW)
284
2646
157
46 2562
237
216
243
200
519
291
80 3
Birch St (NS)/
Bristol St N (EW)
107
1115
133
131
427
1420
209
10 Jamboree Rd (NS)/
Campus Dr (EW)
134
1474
220
262
2111
148
75 197
54 329
284
136
11 Jamboree Rd (NS)/
Bristol St N (EW)
801
2043
826
917
575
4 Birch St (NS)/
Bristol St S (EW)
425
384
211
350
790
1278
215
12 Jamboree Rd (NS)/
Bristol St S (EW)
2238
22 901
1306
545
1439
13 Jamboree Rd (NS)/
University Dr (EW)
93 1571
299
105
1805
436
450
103
44 253
147
173
39 15-104
Figure 24
CEQA Year 2026 Without Project
PM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
216
1292
55 174
1170
617
315
319
64 78
1038
0 6
MacArthur Blvd (NS)/
Birch St (EW)
127
1001
33 110
1043
180
325
318
42 109
572
256
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
40 941
310
60 1091
50 98
141
194
627
89 89
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
284
775
438
186
1613
0 297
1303
64 636
1383
225
1 Campus Dr (NS)/
Bristol St N (EW)
437
710
1016
1160
283
1946
111
2 Campus Dr (NS)/
Bristol St S (EW)
713
298
206
1084
470
1042
556
9 MacArthur Blvd (NS)/
Bison Ave (EW)
157
2648
0 170
2842
255
193
265
0 268
251
109
3 Birch St (NS)/
Bristol St N (EW)
152
394
473
709
498
1584
132
10 Jamboree Rd (NS)/
Campus Dr (EW)
88 1503
521
242
1732
155
176
587
0 212
335
250
11 Jamboree Rd (NS)/
Bristol St N (EW)
802
1912
0 1223
897
4 Birch St (NS)/
Bristol St S (EW)
199
337
285
754
273
1163
116
12 Jamboree Rd (NS)/
Bristol St S (EW)
2171
81 1291
1115
869
1077
13 Jamboree Rd (NS)/
University Dr (EW)
49 1841
267
153
1876
473
223
90 21
308
111
0 40
15-105
Figure 25
CEQA Year 2026 With Project
AM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
58 806
79 342
1018
221
460
759
71 39
164
78 6
MacArthur Blvd (NS)/
Birch St (EW)
35 771
85 117
786
181
124
388
64 27
151
110
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
49 977
741
55 528
132
17 72
32 182
96 20
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
201
1039
703
75 471
312
493
1358
198
432
1030
236
1 Campus Dr (NS)/
Bristol St N (EW)
482
1612
282
240
231
1221
238
2 Campus Dr (NS)/
Bristol St S (EW)
1182
312
96 408
985
1908
464
9 MacArthur Blvd (NS)/
Bison Ave (EW)
284
2641
157
46 2566
237
216
243
200
519
291
80 3
Birch St (NS)/
Bristol St N (EW)
107
1115
133
131
453
1431
219
10 Jamboree Rd (NS)/
Campus Dr (EW)
134
1486
220
262
2110
148
75 197
54 329
284
136
11 Jamboree Rd (NS)/
Bristol St N (EW)
790
2059
826
917
570
4 Birch St (NS)/
Bristol St S (EW)
425
384
237
350
790
1271
215
12 Jamboree Rd (NS)/
Bristol St S (EW)
2235
22 901
1315
550
1443
13 Jamboree Rd (NS)/
University Dr (EW)
93 1568
299
105
1809
436
450
103
44 253
147
173
41 15-106
Figure 26
CEQA Year 2026 With Project
PM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
216
1294
55 174
1177
617
315
319
64 78
1038
0 6
MacArthur Blvd (NS)/
Birch St (EW)
127
1001
33 110
1050
180
327
318
42 109
572
256
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
40 941
310
60 1098
50 98
141
194
629
89 89
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
293
775
438
186
1613
0 297
1306
61 636
1395
225
1 Campus Dr (NS)/
Bristol St N (EW)
437
710
1016
1160
280
1946
111
2 Campus Dr (NS)/
Bristol St S (EW)
713
300
206
1081
470
1051
556
9 MacArthur Blvd (NS)/
Bison Ave (EW)
157
2652
0 170
2839
255
193
265
0 268
251
109
3 Birch St (NS)/
Bristol St N (EW)
152
394
473
709
500
1581
134
10 Jamboree Rd (NS)/
Campus Dr (EW)
88 1506
521
242
1744
155
176
587
0 212
335
250
11 Jamboree Rd (NS)/
Bristol St N (EW)
817
1912
0 1223
928
4 Birch St (NS)/
Bristol St S (EW)
199
337
287
754
273
1174
116
12 Jamboree Rd (NS)/
Bristol St S (EW)
2175
81 1291
1126
872
1076
13 Jamboree Rd (NS)/
University Dr (EW)
49 1845
267
153
1875
473
223
90 21
308
111
0 42
15-107
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
44 19410
8. GENERAL PLAN COMPARISON ANALYSIS
This section presents analysis of Post 2030 General Plan Buildout conditions in support of the project’s proposed addendum to the 2006 General Plan EIR. Detailed intersection Level of Service calculation worksheets for each of the following analysis scenarios are provided in Appendix C.
GENERAL PLAN COMPARISON METHODOLOGY
This analysis compares the traffic analysis zone (TAZ) as analyzed in the Post 2030 General Plan Buildout traffic analysis with the proposed project. The Newport Beach Traffic Model (NBTM) TAZ 1389 was analyzed with 132 dwelling units of multifamily housing, 16,191 square feet of general commercial, and 105,807 square feet of general office in the 2006 General Plan EIR. Since the project is constructing 193 multifamily housing dwelling units, the project is proposing 61 additional dwelling units compared to the 2006 General Plan EIR analysis. Therefore, Post 2030 General Plan Buildout With Project conditions were determined by adding the net increase in dwelling units proposed within TAZ 1389 to the Post 2030 General Plan Buildout forecasts originally evaluated in the 2006 General Plan EIR. The general office and general commercial square footages stayed unchanged in this analysis.
GENERAL PLAN COMPARISON TRIP GENERATION AND TRIP DISTRIBUTION
Table 7 shows the project trip generation based upon trip generation rates obtained from the Institute of Transportation Engineers (ITE) Trip Generation Manual (10th Edition, 2017). Based on review of the ITE land use description, trip generation rates for multifamily housing (mid-rise) (Land Use Code 221) were determined to adequately represent the proposed land use and was selected for use in this analysis. The project trip generation forecast is determined by multiplying the trip generation rates by the land use quantity.
As shown in Table 7, the proposed increase in General Plan buildout units is estimated to generate approximately 332 additional daily trips, including 21 additional trips during the AM peak hour and 26 additional trips during the PM peak hour.
Project residential trip distribution patterns (see Figure 12 and Figure 13) were used for this analysis.
POST 2030 GENERAL PLAN BUILDOUT WITHOUT PROJECT VOLUME FORECASTS
Post 2030 General Plan Buildout Without Project volume forecasts were provided by the City of Newport Beach. Post 2030 General Plan Buildout Without Project AM and PM peak hour intersection turning movement volumes are shown on Figure 27 and Figure 28.
POST 2030 GENERAL PLAN BUILDOUT WITH PROJECT VOLUME FORECASTS
Post 2030 General Plan Buildout With Project volume forecasts were developed by adding the General Plan Comparison project trips to Post 2030 General Plan Buildout Without Project traffic volumes. Post 2030 General Plan Buildout With Project AM and PM peak hour intersection turning movement volumes are shown on Figure 29 and Figure 30.
GENERAL PLAN COMPARISON IMPACT ASSESSMENT
ICU and Levels of Service at the applicable study intersections for General Plan Comparison: Post 2030 General Plan Buildout Without and With Project conditions are shown in Table 8. As shown in Table 8, the study intersections are forecast to operate at Levels of Service D or better during the peak hours for Post 2030 General Plan Buildout Without and With Project conditions, except for the following intersections:
1. Campus Drive (NS) at Bristol Street North (EW) (Both AM/PM Peak Hours) 43 15-108
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
45 19410
3. Birch Street (NS) at Bristol Street North (EW) (AM Peak Hour)
5. MacArthur Boulevard (NS) at Campus Drive (EW) (PM Peak Hour)
6. MacArthur Boulevard (NS) at Birch Street (EW) (PM Peak Hour)
10. Jamboree Road (NS) at Campus Drive (EW) (Both AM/PM Peak Hours)
12. Jamboree Road (NS) at Bristol Street South (EW) (AM Peak Hour)
Table 8 also calculates the net change in ICU at the study intersections for Post 2030 General Plan Buildout With Project conditions. As shown in Table 8, the addition of project-generated trips is not forecast to cause any study intersection to operate deficiently (Level of Service E or F) or worsen a deficient intersection operation by more than one percent of capacity; therefore, the proposed project is forecast to result in no significant Level of Service impacts at the study intersections for Post General Plan Buildout With Project conditions and no new mitigation measures are required.
44 15-109
% In % Out Rate % In % Out Rate
Multifamily Housing (Mid-Rise) ITE 221 DU 26% 74% 0.36 61% 39% 0.44 5.44 In Out Total In Out Total
Multifamily Housing (Mid-Rise)3
6 1 D U 5 1 62 11 61 02 6 3 3 2
Notes:
(1) ITE = Institute of Transportation Engineers Trip Generation Manual (10th Edition, 2017); ### = Land Use Code (2) DU = Dwelling Units
(3) The General Plan comparison analysis evaluates an additional 61 DU to NBTM TAZ 1389. Project (193 DU) - TAZ 1389 (132 DU) = 61 DU.
Trips Generated
Land Use Quantity Unit 2
AM Peak Hour PM Peak Hour
Daily
Table 7
General Plan Comparison Trip Generation
Trip Generation Rates
Land Use Source1 Unit2
AM Peak Hour PM Peak Hour
Daily
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
45 15-110
V/C2 LOS3 V/C2 LOS3 V/C2 LOS3 V/C2 LOS3 AM PM
1. Campus Dr (NS) at Bristol St North (EW) TS 1.024 F 0.948 E 1.024 F 0.949 E 0.000 +0.001 No
2. Irvine Ave/Campus Dr (NS) at Bristol St South (EW) TS 0.893 D 0.774 C 0.893 D 0.775 C 0.000 +0.001 No
3. Birch St (NS) at Bristol St North (EW) TS 0.916 E 0.811 D 0.917 E 0.812 D +0.001 +0.001 No
4. Birch St (NS) at Bristol St South (EW) TS 0.547 A 0.625 B 0.550 A 0.626 B +0.003 +0.001 No
5. MacArthur Blvd (NS) at Campus Dr (EW)4
TS 0.809 D 1.241 F 0.809 D 1.241 F 0.000 0.000 No
6. MacArthur Blvd (NS) at Birch St (EW) TS 0.796 C 1.016 F 0.796 C 1.017 F 0.000 +0.001 No
7. MacArthur Blvd (NS) at Newport Pl Dr/Von Karman Ave (EW) TS 0.562 A 0.682 B 0.562 A 0.683 B 0.000 +0.001 No
8. MacArthur Blvd (NS) at Jamboree Rd (EW)4
TS 0.877 D 0.858 D 0.877 D 0.859 D 0.000 +0.001 No
9. MacArthur Blvd (NS) at Bison Ave (EW) TS 0.775 C 0.792 C 0.775 C 0.792 C 0.000 0.000 No
10. Jamboree Rd (NS) at Campus Dr (EW)4
TS 0.930 E 1.180 F 0.930 E 1.181 F 0.000 +0.001 No
11. Jamboree Rd (NS) at Bristol St North (EW) TS 0.681 B 0.606 B 0.683 B 0.611 B +0.002 +0.005 No
12. Jamboree Rd (NS) at Bristol St South (EW) TS 0.942 E 0.867 D 0.944 E 0.869 D +0.002 +0.002 No
13. Jamboree Rd (NS) at Eastbluff Dr/University Dr (EW) TS 0.681 B 0.667 B 0.681 B 0.667 B 0.000 0.000 No Notes:
(1) TS = Traffic Signal
(2) V/C = Volume/Capacity
(3) LOS = Level of Service
(4) Level of Service E is acceptable; shared jurisdiction with City of Irvine.
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Table 8
General Plan Comparison: Post 2030 General Plan Buildout Intersection Levels of Service and Impact Assessment ID Study Intersection
Traffic
Control1
General Plan Buildout Without Project General Plan Buildout With Project V/C Increase Significant
Impact
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
46 15-111
Figure 27
Post 2030 General Plan Buildout Without Project
AM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
150
1660
120
240
990
550
770
990
200
40 630
60 6
MacArthur Blvd (NS)/
Birch St (EW)
50 1340
140
180
810
230
710
670
60 50
310
20 7
MacArthur Blvd (NS)/
Von Karman Ave (EW)
130
1460
580
60 670
190
40 170
60 170
180
40 8
MacArthur Blvd (NS)/
Jamboree Rd (EW)
210
1890
600
130
570
130
670
1760
160
420
1120
170
1 Campus Dr (NS)/
Bristol St N (EW)
540
3220
510
410
310
2010
250
2 Campus Dr (NS)/
Bristol St S (EW)
2380
510
110
730
1370
1590
670
9 MacArthur Blvd (NS)/
Bison Ave (EW)
390
3680
210
60 2710
390
330
270
210
160
250
10 3
Birch St (NS)/
Bristol St N (EW)
110
1230
270
400
480
1730
820
10 Jamboree Rd (NS)/
Campus Dr (EW)
100
2030
320
700
1710
360
260
280
30 800
840
170
11 Jamboree Rd (NS)/
Bristol St N (EW)
1140
3270
0 730
740
4 Birch St (NS)/
Bristol St S (EW)
500
390
280
450
850
1200
210
12 Jamboree Rd (NS)/
Bristol St S (EW)
2100
60 700
2150
570
1020
13 Jamboree Rd (NS)/
University Dr (EW)
60 1620
240
130
1090
270
510
120
10 340
110
170
Source: 2006 General Plan EIR
47 15-112
Figure 28
Post 2030 General Plan Buildout Without Project
PM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
320
1520
80 150
1510
910
530
700
160
160
1470
190
6 MacArthur Blvd (NS)/
Birch St (EW)
180
1030
60 130
1280
390
460
480
70 150
1020
360
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
50 960
180
110
1280
110
140
270
100
860
210
110
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
290
870
620
260
1600
560
240
1480
70 920
1570
180
1 Campus Dr (NS)/
Bristol St N (EW)
600
1700
1850
1270
540
2880
140
2 Campus Dr (NS)/
Bristol St S (EW)
1770
410
310
2060
550
1420
630
9 MacArthur Blvd (NS)/
Bison Ave (EW)
260
2710
140
40 3090
480
330
210
100
220
400
50 3
Birch St (NS)/
Bristol St N (EW)
180
600
830
1480
530
1730
160
10 Jamboree Rd (NS)/
Campus Dr (EW)
160
1950
720
470
2660
260
610
850
30 360
650
530
11 Jamboree Rd (NS)/
Bristol St N (EW)
900
2620
0 1460
1040
4 Birch St (NS)/
Bristol St S (EW)
330
300
440
920
380
1490
130
12 Jamboree Rd (NS)/
Bristol St S (EW)
2360
110
1490
1180
1500
1010
13 Jamboree Rd (NS)/
University Dr (EW)
50 1940
360
190
1920
390
200
110
10 340
110
210
Source: 2006 General Plan EIR
48 15-113
Figure 29
Post 2030 General Plan Buildout With Project
AM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
150
1662
120
240
991
550
770
990
200
40 630
60 6
MacArthur Blvd (NS)/
Birch St (EW)
50 1340
140
180
811
230
712
671
60 50
310
20 7
MacArthur Blvd (NS)/
Von Karman Ave (EW)
130
1460
580
60 671
190
40 170
60 170
180
40 8
MacArthur Blvd (NS)/
Jamboree Rd (EW)
211
1890
600
130
570
131
670
1764
162
420
1121
170
1 Campus Dr (NS)/
Bristol St N (EW)
540
3220
510
410
311
2013
250
2 Campus Dr (NS)/
Bristol St S (EW)
2380
510
110
731
1370
1591
670
9 MacArthur Blvd (NS)/
Bison Ave (EW)
390
3681
210
60 2712
390
330
270
210
160
250
10 3
Birch St (NS)/
Bristol St N (EW)
110
1230
270
400
489
1734
823
10 Jamboree Rd (NS)/
Campus Dr (EW)
100
2034
320
700
1711
360
260
280
30 800
840
170
11 Jamboree Rd (NS)/
Bristol St N (EW)
1142
3276
0 730
743
4 Birch St (NS)/
Bristol St S (EW)
500
390
289
450
850
1201
210
12 Jamboree Rd (NS)/
Bristol St S (EW)
2101
60 700
2157
572
1022
13 Jamboree Rd (NS)/
University Dr (EW)
60 1621
240
130
1092
270
510
120
10 340
110
170
49 15-114
Figure 30
Post 2030 General Plan Buildout With Project
PM Peak Hour Intersection Turning Movement Volumes
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
19410
N
JAMBOREE RD
BIRCH ST
CAMPU
S DR
M
ACARTHUR BLVD
VO
N KARMA
N AV
E
BRI
ST
OL
ST N
BRISTOL ST
S
AVEIRVINE
BISON AVE
SPRUCE
ST
1 2
4 3
5 6
7 12
11 8
10 13
9 Study Intersection
Legend
#
73 73
EAS
TBLUF
F DR
MESA DR
UNIVERSITY DR
SA
N JOAQUIN HI
LLS CORR
IDO
R
Site 5
MacArthur Blvd (NS)/
Campus Dr (EW)
320
1522
80 150
1512
910
530
700
160
160
1470
190
6 MacArthur Blvd (NS)/
Birch St (EW)
180
1030
60 130
1282
390
462
481
70 150
1020
360
7 MacArthur Blvd (NS)/
Von Karman Ave (EW)
50 960
180
110
1282
110
140
270
100
861
210
110
8 MacArthur Blvd (NS)/
Jamboree Rd (EW)
293
870
620
260
1600
563
240
1483
71 920
1574
180
1 Campus Dr (NS)/
Bristol St N (EW)
600
1700
1850
1270
541
2882
140
2 Campus Dr (NS)/
Bristol St S (EW)
1770
411
310
2061
550
1423
630
9 MacArthur Blvd (NS)/
Bison Ave (EW)
260
2712
140
40 3091
480
330
210
100
220
400
50 3
Birch St (NS)/
Bristol St N (EW)
180
600
830
1480
536
1733
162
10 Jamboree Rd (NS)/
Campus Dr (EW)
160
1953
720
470
2664
260
610
850
30 360
650
530
11 Jamboree Rd (NS)/
Bristol St N (EW)
906
2624
0 1460
1050
4 Birch St (NS)/
Bristol St S (EW)
330
300
446
920
380
1494
130
12 Jamboree Rd (NS)/
Bristol St S (EW)
2362
110
1490
1188
1501
1011
13 Jamboree Rd (NS)/
University Dr (EW)
50 1942
360
190
1921
390
200
110
10 340
110
210
50 15-115
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
52 19410
9. CONGESTION MANAGEMENT PROGRAM
This section provides analysis of the project impacts at County facilities in accordance with typical Orange County Congestion Management Program (CMP) requirements.
BACKGROUND
The Orange County CMP is a result of Proposition 111, which was a statewide initiative approved by the voters in June 1990. To prevent gas tax revenues from being used to promote future development, the legislation requires that a traffic impact analysis be prepared for new development. The traffic impact analysis is prepared to monitor and mitigate traffic impacts caused by new development. In Orange County, the Measure M Growth Management Program requires similar efforts; however, compliance with the CMP is required for local jurisdictions to receive Measure M2 funds.
The Legislature requires that adjacent jurisdictions use a standard methodology for conducting a traffic impact analysis. Although details vary from one county to another, the general approach selected by each county for conducting traffic impact analyses has common elements. The Orange County CMP uses the Intersection Capacity Utilization methodology for analysis of intersections within the designated CMP roadway system.
CMP-MONITORED INTERSECTIONS
The following intersections in the City of Newport Beach are part of the CMP Highway System that require monitoring to ensure that Level of Service standards are maintained:
Newport Boulevard at Coast Highway
MacArthur Boulevard at Jamboree Road
MacArthur Boulevard at Coast Highway
REQUIREMENTS FOR IMPROVEMENTS
To determine whether the addition of project-generated trips results in an operational impact at a CMP study intersection, and thus requires improvements, the Orange County CMP utilizes the following requirements:
An operational project impact is defined to occur when a proposed project is forecast to increase traffic demand at a CMP study facility by more than three percent of capacity (V/C > 0.03), causing or worsening Level of Service F (V/C > 1.00).
CRITERIA FOR PREPARATION OF CMP IMPACT ANALYSIS
The Orange County CMP uses the following criteria to determine if a proposed development requires analysis:
Development projects forecast to generate 2,400 daily trips or more and have indirect access to a CMP facility; or development projects forecast to generate 1,600 daily trips or more and have direct access to a CMP facility; or
Projects with a potential to create an impact of more than three percent of Level of Service E capacity.
Since the proposed project has indirect access to a CMP facility (e.g., MacArthur Boulevard or Jamboree Road) and is forecast to generate less than 2,400 daily trips, the proposed project does not satisfy the criteria for preparation of a separate CMP impact analysis.
51 15-116
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
53 19410
10. SITE ACCESS AND CIRCULATION
This section includes a description of project improvements necessary to provide site access and an evaluation of site access and circulation. The following section is based on the site plan used in this traffic impact analysis.
SITE ACCESS
Vehicular access is proposed to be maintained at both Bristol Street North and Spruce Street. Since Bristol Street North is a one-way street, the project driveway at Bristol Street North will continue to provide right turn in/out only access. The project driveway at Spruce Street will continue to provide full access. Based on review of the adjacent development and lane configurations along Bristol Street North and Spruce Street, the existing lane configurations are anticipated to be adequate.
Based on the forecast project trip distribution patterns, the majority the project trips, particularly resident trips during the AM/PM peak hours, are expected to access the site via the project driveway at Bristol Street North.
Bristol Street North is a three-lane arterial roadway at the project driveway that connects with other arterial and regional roadway facilities. Westbound traffic along Bristol Street North at the project driveway will operate in free-flow conditions. Right turns into the project site from Bristol Street North will have no conflicting vehicular movements and are therefore expected to cause minimal to no delays along Bristol Street North.
ON-SITE CIRCULATION
The proposed project site plan indicates on-site subterranean drive aisles will be a typical minimum of 26 feet along the drive aisles with perpendicular parking spaces, which is generally adequate for two-way circulation and provides sufficient spaces for most vehicles to back out and conveniently exit the parking stall. The project site plan proposes two drive aisles circulating the site on the northern and eastern project boundaries with perpendicular parking and drive aisles within the parking garage. The final parking layout and circulation will be reviewed and approved by the City of Newport Beach.
In accordance with the City of Newport Beach Municipal Code development standards for parking areas (Section 20.40.070.A.1c), both project driveways provide a minimum set back of five (5) feet between the property line and the first parking space accessed from a public street. Additionally, any dead-end drive aisles would require turnaround areas.
52 15-117
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
54 19410
11. VEHICLE MILES TRAVELED (VMT)
BACKGROUND
California Senate Bill 743 (SB 743) directs the State Office of Planning and Research (OPR) to amend the California Environmental Quality Act (CEQA) Guidelines for evaluating transportation impacts to provide alternatives to Level of Service that “promote the reduction of greenhouse gas emissions, the development of multimodal transportation networks, and a diversity of land uses.” In December 2018, the California Natural Resources Agency certified and adopted the updated CEQA Guidelines package. The amended CEQA Guidelines, specifically Section 15064.3, recommend the use of Vehicle Miles Travelled (VMT) as the primary metric for the evaluation of transportation impacts associated with land use and transportation projects. In general terms, VMT quantifies the amount and distance of automobile travel attributable to a project or region.
All agencies and projects State-wide are required to utilize the updated CEQA guidelines recommending use of VMT for evaluating transportation impacts as of July 1, 2020.
The updated CEQA Guidelines allow for lead agency discretion in establishing methodologies and thresholds provided there is substantial evidence to demonstrate that the established procedures promote the intended goals of the legislation. Where quantitative models or methods are unavailable, Section 15064.3 allows agencies to assess VMT qualitatively using factors such as availability of transit and proximity to other destinations. The Office of Planning and Research (OPR) Technical Advisory on Evaluating Transportation Impacts in CEQA (State of California, December 2018) [“OPR Technical Advisory”] provides technical considerations regarding methodologies and thresholds with a focus on office, residential, and retail developments as these projects tend to have the greatest influence on VMT.
VMT ASSESSMENT AND SCREENING
The project VMT impact has been assessed in accordance with guidance provided by the City of Newport Beach SB743 Implementation (April 6, 2020) [“the City VMT Guidelines”]. The transportation guidelines provide a framework for “screening thresholds” for certain projects that are expected to cause a less than significant impact without conducting a detailed VMT study. The proposed project is considered a residential land use.
The City VMT Guidelines contain a map of VMT per capita for all existing Newport Beach residential areas.
VMT per capita in each area is compared to the regional average VMT per capita for Orange County. This map shows areas where residential development have a VMT per capita lower than the Orange County regional average and may therefore be presumed to result in a less than significant VMT impact based on guidance provided in the OPR Technical Advisory.
The proposed project is located at OCTAM 5 TAZ 1366 and is in an area with low residential VMT per capita.
Therefore, the proposed project is presumed to have a less than significant impact on VMT since it satisfies the City-established screening criteria. No additional VMT modeling or mitigation measures are required.
53 15-118
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
55 19410
12. CONCLUSIONS
This section summarizes the findings and mitigation measures (if any) identified in previous sections of this study.
PROJECT TRIP GENERATION
The existing project site land use is estimated per Table 2 to generate approximately 324 daily trips, including 38 trips during the AM peak hour and 38 trips during the PM peak hour. The proposed project site land use is forecast to generate approximately 1,050 daily trips, including 69 trips during the AM peak hour and 85 trips during the PM peak hour. Therefore, the proposed project is forecast to result in net increase of approximately 726 net new daily trips, including 31 net new trips during the AM peak hour and 47 net new trips during the PM peak hour.
TPO IMPACT ANALYSIS
The addition of project-generated trips is not forecast to cause any study intersection to operate deficiently (Level of Service E or F) or worsen a deficient intersection operation by more than one percent of capacity; therefore, the proposed project is forecast to result in no Level of Service impacts at the study intersections for TPO Year 2026 With Project conditions and no improvements are required.
CEQA YEAR 2026 IMPACT ANALYSIS
The addition of project-generated trips is not forecast to cause any study intersection to operate deficiently (Level of Service E or F) or worsen a deficient intersection operation by more than one percent of capacity; therefore, the proposed project is forecast to result in no significant Level of Service impacts at the study intersections for CEQA Year 2026 With Project conditions and no new mitigation measures are required.
CEQA GENERAL PLAN COMPARISON IMPACT ANALYSIS
The addition of project-generated trips is not forecast to cause any study intersection to operate deficiently (Level of Service E or F) or worsen a deficient intersection operation by more than one percent of capacity; therefore, the proposed project is forecast to result in no significant Level of Service impacts at the study intersections for General Plan Comparison: Post 2030 General Plan Buildout With Project conditions and no new mitigation measures are required.
VMT SCREENING
The proposed project is located in a City defined low-VMT area for residential use and is therefore presumed to have a less than significant impact on VMT.
CONGESTION MANAGEMENT PROGRAM
Since the proposed project has indirect access to a CMP facility (e.g., MacArthur Boulevard or Jamboree Road) and is forecast to generate less than 2,400 daily trips, the proposed project does not satisfy the criteria for preparation of a separate CMP impact analysis.
SITE ACCESS AND CIRCULATION
The site plan is being revised by the project applicant and driveway access is still under review. Therefore, the following conclusions are based on the current site plan used in this traffic impact analysis.
54 15-119
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
56 19410
Vehicular access is proposed to be maintained at both Bristol Street North and Spruce Street. Since Bristol Street North is a one-way street, the project driveway at Bristol Street North will continue to provide right turn in/out only access. The project driveway at Spruce Street will continue to provide full access. Based on review of the adjacent development and lane configurations along Bristol Street North and Spruce Street, the existing lane configurations are anticipated to be adequate.
55 15-120
Picerne Residential (1300 Bristol Street North)
Traffic Impact Analysis
57 19410
APPENDICES
Appendix A Glossary
Appendix B Volume Count Worksheets
Appendix C Level of Service Worksheets
Appendix D Approved Projects List and Cumulative Projects Appendix E TPO One-Percent Threshold Analysis
56 15-121
APPENDIX A
GLOSSARY
Apx - 2
15-122
ACRONYMS
AC Acres
ADT Average Daily Traffic
Caltrans California Department of Transportation
DU Dwelling Unit
ICU Intersection Capacity Utilization
GFA Gross Floor Area
LOS Level of Service
PCE Passenger Car Equivalent
SP Service Population
TSF Thousand Square Feet
V/C Volume/Capacity
VMT Vehicle Miles Traveled
TERMS
AVERAGE DAILY TRAFFIC: The average 24-hour volume for a stated period divided by the number of days in that period. For example, Annual Average Daily Traffic is the total volume during a year divided by 365 days.
BANDWIDTH: The number of seconds of green time available for through traffic in a signal progression.
BOTTLENECK: A point of constriction along a roadway that limits the amount of traffic that can proceed downstream from its location.
CAPACITY: The maximum number of vehicles that can be reasonably expected to pass over a given section of a lane or a roadway in a given time period.
CHANNELIZATION: The separation or regulation of conflicting traffic movements into definite paths of travel by the use of pavement markings, raised islands, or other suitable means to facilitate the safe and orderly movements of both vehicles and pedestrians.
CLEARANCE INTERVAL: Equal to the yellow plus all-red time, if any, when a traffic signal changes between phases (i.e., the amount of time between the end of a green light from one movement to the beginning of a green light for the next).
Nearly same as yellow time. If there is an all red interval after the end of a yellow, then that is also added into the clearance interval.
CONTROL DELAY: The component of delay, typically expressed in seconds per vehicle, resulting from the type of traffic control at an intersection. Control delay is measured by comparison with the uncontrolled condition; it includes delay incurred by slowing down, stopping/waiting, and speeding up.
CORDON: An imaginary line around an area across which vehicles, persons, or other items are counted (in and out).
CORNER SIGHT DISTANCE: The minimum sight distance required by the driver of a vehicle to cross or enter the lanes of the major roadway without requiring approaching traffic traveling at a given speed to radically alter their speed or trajectory.
CYCLE LENGTH : The time period (in seconds) required for a traffic signal to complete one full cycle of indications.
Apx - 3
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CUL-DE-SAC: A local street open at one end only and with special provisions for turning around.
DAILY CAPACITY: A theoretical value representing the daily traffic volume that will typically result in a peak hour volume equal to the capacity of the roadway.
DELAY: The time consumed while traffic is impeded in its movement by some element over which it has no control, usually expressed in seconds per vehicle.
DEMAND RESPONSIVE SIGNAL: Same as traffic-actuated signal.
DENSITY: The number of vehicles occupying in a unit length of the through traffic lanes of a roadway at any given instant. Usually expressed in vehicles per mile.
DETECTOR: A device that responds to a physical stimulus and transmits a resulting impulse to the signal controller.
DESIGN SPEED : A speed selected for purposes of design. Features of a highway, such as curvature, superelevation, and sight distance (upon which the safe operation of vehicles is dependent) are correlated to design speed.
DIRECTIONAL SPLIT: The percent of traffic in the peak direction at any point in time.
DIVERSION: The rerouting of peak hour traffic to avoid congestion.
FORCED FLOW: Opposite of free flow.
FREE FLOW: Volumes are well below capacity. Vehicles can maneuver freely and travel is unimpeded by other traffic.
GAP: Time or distance between successive vehicles in a traffic stream, rear bumper to front bumper.
HEADWAY: Time or distance spacing between successive vehicles in a traffic stream, front bumper to front bumper.
INTERCONNECTED SIGNAL SYSTEM : A number of intersections that are connected to achieve signal progression.
LEVEL OF SERVICE: A qualitative measure of a number of factors, which include speed and travel time, traffic interruptions, freedom to maneuver, safety, driving comfort and convenience, and operating costs.
LOOP DETECTOR: A vehicle detector consisting of a loop of wire embedded in the roadway, energized by alternating current and producing an output circuit closure when passed over by a vehicle.
MINIMUM ACCEPTABLE GAP: Smallest time headway between successive vehicles in a traffic stream into which another vehicle is willing and able to cross or merge.
MULTI-MODAL: More than one mode; such as automobile, bus transit, rail rapid transit, and bicycle transportation modes.
OFFSET: The time interval in seconds between the beginning of green at one intersection and the beginning of green at an adjacent intersection.
PLATOON: A closely grouped component of traffic that is composed of several vehicles moving, or standing ready to move, with clear spaces ahead and behind.
Apx - 4
15-124
PASSENGER CAR EQUIVALENT : A metric used to assess the impact of larger vehicles, such as trucks, recreational vehicles, and buses, by converting the traffic volume of larger vehicles to an equivalent number of passenger cars.
PEAK HOUR: The 60 consecutive minutes with the highest number of vehicles.
PRETIMED SIGNAL : A traffic signal that allocates right-of-way (i.e., green and red lights) based on a predetermined timing/phasing plan, regardless of actual traffic demand at any given moment. Also known as a fixed time signal.
PROGRESSION: A term used to describe the progressive movement of traffic through several signalized intersections.
QUEUE: The number of vehicles waiting at a service area such as a traffic signal, stop sign, or access gate.
QUEUE LENGTH: The length of vehicle queue, typically expressed in feet, waiting at a service area such as a traffic signal, stop sign, or access gate.
SCREEN-LINE: An imaginary line or physical feature across which all trips are counted, normally to verify the validity of mathematical traffic models.
SHARED/RECIPROCAL PARKING AGREEMENT: A written binding document executed between property owners to provide a designated number of off-street parking stalls within a designated area to be available for specified businesses or land uses.
SIGHT DISTANCE: The continuous length of roadway visible to a driver or roadway user.
SIGNAL CYCLE: The time period in seconds required for one complete sequence of signal indications.
SIGNAL PHASE: The part of the signal cycle allocated to one or more traffic movements.
STACKING DISTANCE: The length of area available behind a service area, such as a traffic signal or gate, for vehicle queueing to occur.
STARTING DELAY: The delay experienced in initiating the movement of queued traffic from a stop to an average running speed through an intersection.
STOPPING SIGHT DISTANCE: The minimum distance required by the driver of a vehicle traveling at a given speed to bring the vehicle to a stop after an object on the road becomes visible, including reaction and response time.
TRAFFIC-ACTUATED SIGNAL: A type of traffic signal that directs traffic to stop and go in accordance with the demands of traffic, as registered by the actuation of detectors.
TRIP: The movement of a person or vehicle from one location (origin) to another (destination). For example, travel from home to work then work to home consists of two trips, not one.
TRIP-END: One end of a trip at either the origin or destination (i.e., each trip has two trip-ends). A trip-end occurs when a person, object, or message is transferred to or from a vehicle.
TRIP GENERATION RATE: The rate at which a land use generates trips for a given variable, such per dwelling unit or per thousand square feet. It is calculated as the number of trips entering and exiting a site divided by the land use quantity.
Apx - 5
15-125
TRUCK: A vehicle having dual tires on one or more axles or having more than two axles.
TURNING RADIUS: The circular arc formed by the smallest turning path radius of the front outside tire of a vehicle, such as that performed by a U-turn maneuver. This is based on the length and width of the wheel base as well as the steering mechanism of the vehicle.
UNBALANCED FLOW: Heavier traffic flow in one direction than the other. On a daily basis, most facilities have balanced flow. During the peak hours, flow is seldom balanced in an urban area.
VEHICLE MILES OF TRAVEL : A measure of the amount and distance of automobile travel attributable to a project or region. Calculated by multiplying the number of trips by the average trip length.
Apx - 6
15-126
APPENDIX B
VOLUME COUNT WORKSHEETS
Apx - 7
15-127
File Name : H1901006
Site Code : 00000000
Start Date : 1/23/2019
Page No : 1
City: NEWPORT BEACH
N-S Direction: CAMPUS DRIVE
E-W Direction: N. BRISTOL STREET
Groups Printed- Turning Movements
CAMPUS DRIVE
Southbound
N. BRISTOL STREET
Westbound
CAMPUS DRIVE
Northbound
N. BRISTOL STREET
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 43 45 0 33 126 22 0 229 98 0 0 0 596
07:15 33 36 0 30 131 36 0 272 97 0 0 0 635
07:30 31 34 0 33 168 45 0 305 122 0 0 0 738
07:45 43 62 0 53 225 37 0 397 114 0 0 0 931
Total 150 177 0 149 650 140 0 1203 431 0 0 0 2900
08:00 57 64 0 51 231 46 0 426 117 0 0 0 992
08:15 62 71 0 72 264 52 0 424 126 0 0 0 1071
08:30 52 64 0 55 311 54 0 390 132 0 0 0 1058
08:45 69 76 0 60 271 56 0 365 107 0 0 0 1004
Total 240 275 0 238 1077 208 0 1605 482 0 0 0 4125
16:30 273 183 0 31 455 61 0 165 130 0 0 0 1298
16:45 302 181 0 37 449 79 0 168 111 0 0 0 1327
Total 575 364 0 68 904 140 0 333 241 0 0 0 2625
17:00 290 212 0 33 505 67 0 180 133 0 0 0 1420
17:15 285 318 0 25 427 60 0 167 98 0 0 0 1380
17:30 283 301 0 16 422 61 0 181 95 0 0 0 1359
17:45 268 280 0 16 428 50 0 153 109 0 0 0 1304
Total 1126 1111 0 90 1782 238 0 681 435 0 0 0 5463
18:00 250 172 0 12 420 65 0 162 117 0 0 0 1198
18:15 212 127 0 16 383 67 0 164 112 0 0 0 1081
Grand Total 2553 2226 0 573 5216 858 0 4148 1818 0 0 0 17392 Apprch % 53.4 46.6 0 8.6 78.5 12.9 0 69.5 30.5 0 0 0
Total % 14.7 12.8 0 3.3 30 4.9 0 23.9 10.5 0 0 0
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 8
15-128
File Name : H1901006
Site Code : 00000000
Start Date : 1/23/2019
Page No : 2
City: NEWPORT BEACH
N-S Direction: CAMPUS DRIVE
E-W Direction: N. BRISTOL STREET
CAMPUS DRIVE
Southbound
N. BRISTOL STREET
Westbound
CAMPUS DRIVE
Northbound
N. BRISTOL STREET
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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 57 64 0 121 51 231 46 328 0 426 117 543 0 0 0 0 992 08:15 62 71 0 133 72 264 52 388 0 424 126 550 0 0 0 0 1071 08:30 52 64 0 116 55 311 54 420 0 390 132 522 0 0 0 0 1058 08:45 69 76 0 145 60 271 56 387 0 365 107 472 0 0 0 0 1004 Total Volume 240 275 0 515 238 1077 208 1523 0 1605 482 2087 0 0 0 0 4125 % App. Total 46.6 53.4 0 15.6 70.7 13.7 0 76.9 23.1 0 0 0 PHF .870 .905 .000 .888 .826 .866 .929 .907 .000 .942 .913 .949 .000 .000 .000 .000 .963
CAMPUS DRIVE
N. BRISTOL STREET
N. BRISTOL STREET
CAMPUS DRIVE
Right
240
Thru
275
Left
0 InOut Total
1843 515 2358
Right
238
Thru
1077
Left
208
OutTotal In
0 1523 1523
Left
482
Thru
1605
Right
0 Out TotalIn
483 2087 2570
Left
0 Thru
0 Right
0 TotalOut In
1799 0 1799
Peak Hour Begins at 08:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 9
15-129
File Name : H1901006
Site Code : 00000000
Start Date : 1/23/2019
Page No : 3
City: NEWPORT BEACH
N-S Direction: CAMPUS DRIVE
E-W Direction: N. BRISTOL STREET
CAMPUS DRIVE
Southbound
N. BRISTOL STREET
Westbound
CAMPUS DRIVE
Northbound
N. BRISTOL STREET
Eastbound
Start Time Righ
t Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 302 181 0 483 37 449 79 565 0 168 111 279 0 0 0 0 1327 17:00 290 212 0 502 33 505 67 605 0 180 133 313 0 0 0 0 1420 17:15 285 318 0 603 25 427 60 512 0 167 98 265 0 0 0 0 1380 17:30 283 301 0 584 16 422 61 499 0 181 95 276 0 0 0 0 1359 Total Volume 1160 1012 0 2172 111 1803 267 2181 0 696 437 1133 0 0 0 0 5486 % App. Total 53.4 46.6 0 5.1 82.7 12.2 0 61.4 38.6 0 0 0 PHF .960 .796 .000 .900 .750 .893 .845 .901 .000 .961 .821 .905 .000 .000 .000 .000 .966
CAMPUS DRIVE
N. BRISTOL STREET
N. BRISTOL STREET
CAMPUS DRIVE
Right
1160
Thru
1012
Left
0 InOut Total
807 2172 2979
Right
111
Thru
1803
Left
267
OutTotal In
0 2181 2181
Left
437
Thru
696
Right
0 Out TotalIn
1279 1133 2412
Left
0 Thru
0 Right
0 TotalOut In
3400 0 3400
Peak Hour Begins at 16:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 10
15-130
File Name : H1901002
Site Code : 00000000
Start Date : 1/23/2019
Page No : 1
City: NEWPORT BEACH
N-S Direction: CAMPUS DR / IRVINE AVE
E-W Direction: S. BRISTOL STREET
Groups Printed- Turning Movements
CAMPUS DRIVE
Southbound
S. BRISTOL STREET
Westbound
IRVINE AVENUE
Northbound
S. BRISTOL STREET
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 0 57 18 0 0 0 33 153 0 110 253 177 801
07:15 0 54 18 0 0 0 38 172 0 110 319 205 916
07:30 0 69 12 0 0 0 56 244 0 88 375 206 1050
07:45 0 70 18 0 0 0 75 266 0 108 429 240 1206
Total 0 250 66 0 0 0 202 835 0 416 1376 828 3973
08:00 0 82 23 0 0 0 60 280 0 114 475 251 1285
08:15 0 104 26 0 0 0 68 283 0 108 478 255 1322
08:30 0 92 26 0 0 0 83 317 0 106 418 230 1272
08:45 0 100 21 0 0 0 71 223 0 136 447 244 1242
Total 0 378 96 0 0 0 282 1103 0 464 1818 980 5121
16:30 0 184 58 0 0 0 57 175 0 156 282 117 1029
16:45 0 214 36 0 0 0 61 143 0 159 278 132 1023
Total 0 398 94 0 0 0 118 318 0 315 560 249 2052
17:00 0 239 37 0 0 0 55 176 0 127 287 130 1051
17:15 0 314 67 0 0 0 80 178 0 135 214 92 1080
17:30 0 297 66 0 0 0 60 166 0 135 222 106 1052
17:45 0 281 45 0 0 0 46 138 0 135 232 116 993
Total 0 1131 215 0 0 0 241 658 0 532 955 444 4176
18:00 0 203 32 0 0 0 47 162 0 154 245 104 947
18:15 0 159 44 0 0 0 42 172 0 127 178 105 827
Grand Total 0 2519 547 0 0 0 932 3248 0 2008 5132 2710 17096 Apprch % 0 82.2 17.8 0 0 0 22.3 77.7 0 20.4 52.1 27.5
Total % 0 14.7 3.2 0 0 0 5.5 19 0 11.7 30 15.9
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 11
15-131
File Name : H1901002
Site Code : 00000000
Start Date : 1/23/2019
Page No : 2
City: NEWPORT BEACH
N-S Direction: CAMPUS DR / IRVINE AVE
E-W Direction: S. BRISTOL STREET
CAMPUS DRIVE
Southbound
S. BRISTOL STREET
Westbound
IRVINE AVENUE
Northbound
S. BRISTOL STREET
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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 0 82 23 105 0 0 0 0 60 280 0 340 114 475 251 840 1285 08:15 0 104 26 130 0 0 0 0 68 283 0 351 108 478 255 841 1322 08:30 0 92 26 118 0 0 0 0 83 317 0 400 106 418 230 754 1272 08:45 0 100 21 121 0 0 0 0 71 223 0 294 136 447 244 827 1242 Total Volume 0 378 96 474 0 0 0 0 282 1103 0 1385 464 1818 980 3262 5121 % App. Total 0 79.7 20.3 0 0 0 20.4 79.6 0 14.2 55.7 30 PHF .000 .909 .923 .912 .000 .000 .000 .000 .849 .870 .000 .866 .853 .951 .961 .970 .968
CAMPUS DRIVE
S. BRISTOL STREET
S. BRISTOL STREET
IRVINE AVENUE
Right
0 Thru
378
Left
96 InOut Total
2083 474 2557
Right
0 Thru
0 Left
0 OutTotal In
2196 0 2196
Left
0 Thru
1103
Right
282
Out TotalIn
842 1385 2227
Left
980
Thru
1818
Right
464
TotalOut In
0 3262 3262
Peak Hour Begins at 08:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 12
15-132
File Name : H1901002
Site Code : 00000000
Start Date : 1/23/2019
Page No : 3
City: NEWPORT BEACH
N-S Direction: CAMPUS DR / IRVINE AVE
E-W Direction: S. BRISTOL STREET
CAMPUS DRIVE
Southbound
S. BRISTOL STREET
Westbound
IRVINE AVENUE
Northbound
S. BRISTOL STREET
Eastbound
Start Time Righ
t Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 0 214 36 250 0 0 0 0 61 143 0 204 159 278 132 569 1023 17:00 0 239 37 276 0 0 0 0 55 176 0 231 127 287 130 544 1051 17:15 0 314 67 381 0 0 0 0 80 178 0 258 135 214 92 441 1080 17:30 0 297 66 363 0 0 0 0 60 166 0 226 135 222 106 463 1052 Total Volume 0 1064 206 1270 0 0 0 0 256 663 0 919 556 1001 460 2017 4206 % App. Total 0 83.8 16.2 0 0 0 27.9 72.1 0 27.6 49.6 22.8 PHF .000 .847 .769 .833 .000 .000 .000 .000 .800 .931 .000 .891 .874 .872 .871 .886 .974
CAMPUS DRIVE
S. BRISTOL STREET
S. BRISTOL STREET
IRVINE AVENUE
Right
0 Thru
1064
Left
206
InOut Total
1123 1270 2393
Right
0 Thru
0 Left
0 OutTotal In
1463 0 1463
Left
0 Thru
663
Right
256
Out TotalIn
1620 919 2539
Left
460
Thru
1001
Right
556
TotalOut In
0 2017 2017
Peak Hour Begins at 16:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 13
15-133
File Name : H1901007
Site Code : 00000000
Start Date : 1/23/2019
Page No : 1
City: NEWPORT BEACH
N-S Direction: BIRCH STREET
E-W Direction: N. BRISTOL STREET
Groups Printed- Turning Movements
BIRCH STREET
Southbound
N. BRISTOL STREET
Westbound
BIRCH STREET
Northbound
N. BRISTOL STREET
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 18 16 0 30 148 29 0 111 15 0 0 0 367
07:15 12 14 0 32 165 40 0 135 20 0 0 0 418
07:30 17 22 0 38 197 57 0 178 19 0 0 0 528
07:45 23 22 0 48 289 83 0 227 9 0 0 0 701
Total 70 74 0 148 799 209 0 651 63 0 0 0 2014
08:00 26 21 0 45 280 91 0 270 23 0 0 0 756
08:15 21 22 0 52 344 102 0 265 24 0 0 0 830
08:30 22 38 0 50 347 94 0 259 25 0 0 0 835
08:45 29 22 0 56 335 100 0 257 24 0 0 0 823
Total 98 103 0 203 1306 387 0 1051 96 0 0 0 3244
16:30 145 85 0 31 403 102 0 82 43 0 0 0 891
16:45 137 106 0 32 406 105 0 112 25 0 0 0 923
Total 282 191 0 63 809 207 0 194 68 0 0 0 1814
17:00 213 118 0 28 336 116 0 95 45 0 0 0 951
17:15 166 134 0 28 332 135 0 69 29 0 0 0 893
17:30 152 124 0 32 331 148 0 63 11 0 0 0 861
17:45 188 108 0 25 292 119 0 64 27 0 0 0 823
Total 719 484 0 113 1291 518 0 291 112 0 0 0 3528
18:00 119 85 0 26 299 128 0 60 32 0 0 0 749
18:15 120 93 0 23 271 115 0 56 27 0 0 0 705
Grand Total 1408 1030 0 576 4775 1564 0 2303 398 0 0 0 12054 Apprch % 57.8 42.2 0 8.3 69.1 22.6 0 85.3 14.7 0 0 0
Total % 11.7 8.5 0 4.8 39.6 13 0 19.1 3.3 0 0 0
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 14
15-134
File Name : H1901007
Site Code : 00000000
Start Date : 1/23/2019
Page No : 2
City: NEWPORT BEACH
N-S Direction: BIRCH STREET
E-W Direction: N. BRISTOL STREET
BIRCH STREET
Southbound
N. BRISTOL STREET
Westbound
BIRCH STREET
Northbound
N. BRISTOL STREET
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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 26 21 0 47 45 280 91 416 0 270 23 293 0 0 0 0 756 08:15 21 22 0 43 52 344 102 498 0 265 24 289 0 0 0 0 830 08:30 22 38 0 60 50 347 94 491 0 259 25 284 0 0 0 0 835 08:45 29 22 0 51 56 335 100 491 0 257 24 281 0 0 0 0 823 Total Volume 98 103 0 201 203 1306 387 1896 0 1051 96 1147 0 0 0 0 3244 % App. Total 48.8 51.2 0 10.7 68.9 20.4 0 91.6 8.4 0 0 0 PHF .845 .678 .000 .838 .906 .941 .949 .952 .000 .973 .960 .979 .000 .000 .000 .000 .971
BIRCH STREET
N. BRISTOL STREET
N. BRISTOL STREET
BIRCH STREET
Right
98 Thru
103
Left
0 InOut Total
1254 201 1455
Right
203
Thru
1306
Left
387
OutTotal In
0 1896 1896
Left
96 Thru
1051
Right
0 Out TotalIn
490 1147 1637
Left
0 Thru
0 Right
0 TotalOut In
1500 0 1500
Peak Hour Begins at 08:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 15
15-135
File Name : H1901007
Site Code : 00000000
Start Date : 1/23/2019
Page No : 3
City: NEWPORT BEACH
N-S Direction: BIRCH STREET
E-W Direction: N. BRISTOL STREET
BIRCH STREET
Southbound
N. BRISTOL STREET
Westbound
BIRCH STREET
Northbound
N. BRISTOL STREET
Eastbound
Start Time Righ
t Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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
16:30 145 85 0 230 31 403 102 536 0 82 43 125 0 0 0 0 891 16:45 137 106 0 243 32 406 105 543 0 112 25 137 0 0 0 0 923 17:00 213 118 0 331 28 336 116 480 0 95 45 140 0 0 0 0 951 17:15 166 134 0 300 28 332 135 495 0 69 29 98 0 0 0 0 893 Total Volume 661 443 0 1104 119 1477 458 2054 0 358 142 500 0 0 0 0 3658 % App. Total 59.9 40.1 0 5.8 71.9 22.3 0 71.6 28.4 0 0 0 PHF .776 .826 .000 .834 .930 .909 .848 .946 .000 .799 .789 .893 .000 .000 .000 .000 .962
BIRCH STREET
N. BRISTOL STREET
N. BRISTOL STREET
BIRCH STREET
Right
661
Thru
443
Left
0 InOut Total
477 1104 1581
Right
119
Thru
1477
Left
458
OutTotal In
0 2054 2054
Left
142
Thru
358
Right
0 Out TotalIn
901 500 1401
Left
0 Thru
0 Right
0 TotalOut In
2280 0 2280
Peak Hour Begins at 16:30
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 16
15-136
File Name : H1901003
Site Code : 00000000
Start Date : 1/30/2019
Page No : 1
City: NEWPORT BEACH
N-S Direction: BIRCH STREET
E-W Direction: S. BRISTOL STREET
Groups Printed- Turning Movements
BIRCH STREET
Southbound
S. BRISTOL STREET
Westbound
BIRCH STREET
Northbound
S. BRISTOL STREET
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 0 30 11 0 0 0 24 24 0 39 127 109 364
07:15 0 45 21 0 0 0 52 47 0 35 239 130 569
07:30 0 55 18 0 0 0 93 33 0 44 289 125 657
07:45 0 78 25 0 0 0 109 57 0 44 293 195 801
Total 0 208 75 0 0 0 278 161 0 162 948 559 2391
08:00 0 78 47 0 0 0 102 88 0 59 281 186 841
08:15 0 84 39 0 0 0 101 99 0 40 287 195 845
08:30 0 74 48 0 0 0 93 104 0 55 306 164 844
08:45 0 90 31 0 0 0 85 94 0 55 339 210 904
Total 0 326 165 0 0 0 381 385 0 209 1213 755 3434
16:30 0 133 64 0 0 0 72 22 0 29 282 89 691
16:45 0 142 50 0 0 0 77 37 0 32 301 68 707
Total 0 275 114 0 0 0 149 59 0 61 583 157 1398
17:00 0 181 73 0 0 0 84 44 0 17 259 79 737
17:15 0 220 59 0 0 0 72 41 0 32 261 62 747
17:30 0 182 63 0 0 0 86 46 0 31 296 49 753
17:45 0 169 58 0 0 0 66 31 0 34 280 57 695
Total 0 752 253 0 0 0 308 162 0 114 1096 247 2932
18:00 0 164 60 0 0 0 61 53 0 24 280 53 695
18:15 0 157 40 0 0 0 52 27 0 18 221 39 554
Grand Total 0 1882 707 0 0 0 1229 847 0 588 4341 1810 11404 Apprch % 0 72.7 27.3 0 0 0 59.2 40.8 0 8.7 64.4 26.9
Total % 0 16.5 6.2 0 0 0 10.8 7.4 0 5.2 38.1 15.9
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 17
15-137
File Name : H1901003
Site Code : 00000000
Start Date : 1/30/2019
Page No : 2
City: NEWPORT BEACH
N-S Direction: BIRCH STREET
E-W Direction: S. BRISTOL STREET
BIRCH STREET
Southbound
S. BRISTOL STREET
Westbound
BIRCH STREET
Northbound
S. BRISTOL STREET
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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 0 78 47 125 0 0 0 0 102 88 0 190 59 281 186 526 841 08:15 0 84 39 123 0 0 0 0 101 99 0 200 40 287 195 522 845 08:30 0 74 48 122 0 0 0 0 93 104 0 197 55 306 164 525 844 08:45 0 90 31 121 0 0 0 0 85 94 0 179 55 339 210 604 904 Total Volume 0 326 165 491 0 0 0 0 381 385 0 766 209 1213 755 2177 3434 % App. Total 0 66.4 33.6 0 0 0 49.7 50.3 0 9.6 55.7 34.7 PHF .000 .906 .859 .982 .000 .000 .000 .000 .934 .925 .000 .958 .886 .895 .899 .901 .950
BIRCH STREET
S. BRISTOL STREET
S. BRISTOL STREET
BIRCH STREET
Right
0 Thru
326
Left
165
InOut Total
1140 491 1631
Right
0 Thru
0 Left
0 OutTotal In
1759 0 1759
Left
0 Thru
385
Right
381
Out TotalIn
535 766 1301
Left
755
Thru
1213
Right
209
TotalOut In
0 2177 2177
Peak Hour Begins at 08:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 18
15-138
File Name : H1901003
Site Code : 00000000
Start Date : 1/30/2019
Page No : 3
City: NEWPORT BEACH
N-S Direction: BIRCH STREET
E-W Direction: S. BRISTOL STREET
BIRCH STREET
Southbound
S. BRISTOL STREET
Westbound
BIRCH STREET
Northbound
S. BRISTOL STREET
Eastbound
Start Time Righ
t Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 0 142 50 192 0 0 0 0 77 37 0 114 32 301 68 401 707 17:00 0 181 73 254 0 0 0 0 84 44 0 128 17 259 79 355 737 17:15 0 220 59 279 0 0 0 0 72 41 0 113 32 261 62 355 747 17:30 0 182 63 245 0 0 0 0 86 46 0 132 31 296 49 376 753 Total Volume 0 725 245 970 0 0 0 0 319 168 0 487 112 1117 258 1487 2944 % App. Total 0 74.7 25.3 0 0 0 65.5 34.5 0 7.5 75.1 17.4 PHF .000 .824 .839 .869 .000 .000 .000 .000 .927 .913 .000 .922 .875 .928 .816 .927 .977
BIRCH STREET
S. BRISTOL STREET
S. BRISTOL STREET
BIRCH STREET
Right
0 Thru
725
Left
245
InOut Total
426 970 1396
Right
0 Thru
0 Left
0 OutTotal In
1681 0 1681
Left
0 Thru
168
Right
319
Out TotalIn
837 487 1324
Left
258
Thru
1117
Right
112
TotalOut In
0 1487 1487
Peak Hour Begins at 16:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 19
15-139
File Name : H1901026
Site Code : 00000000
Start Date : 2/27/2019
Page No : 1
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: CAMPUS DRIVE
Groups Printed- Turning Movements
MACARTHUR
BOULEVARD
Southbound
CAMPUS DRIVE
Westbound
MACARTHUR
BOULEVARD
Northbound
CAMPUS DRIVE
Eastbound
Start Time Right Thru Left U turns Right Thru Left U turns Right Thru Left U turns Right Thru Left U turns Int. Total 07:00 16 157 52 0 6 28 4 0 8 79 9 0 9 100 83 0 551
07:15 27 154 49 0 6 34 7 0 10 100 9 1 8 120 76 1 602
07:30 36 180 60 0 11 30 13 0 13 112 6 2 11 145 99 1 719 07:45 42 207 69 0 13 42 9 0 18 150 8 1 16 217 112 0 904 Total 121 698 230 0 36 134 33 0 49 441 32 4 44 582 370 2 2776 08:00 65 213 88 0 14 42 10 0 22 135 16 0 28 190 121 1 945 08:15 44 222 83 0 21 34 10 0 12 140 10 0 12 170 115 0 873 08:30 56 211 78 0 23 46 9 1 22 150 18 1 15 182 108 3 923 08:45 49 212 83 0 13 44 12 0 21 160 7 0 12 135 80 1 829 Total 214 858 332 0 71 166 41 1 77 585 51 1 67 677 424 5 3570 16:30 102 217 19 0 48 241 13 0 15 214 43 0 18 80 65 10 1085 16:45 116 215 28 0 44 256 20 0 10 216 30 0 17 79 69 5 1105 Total 218 432 47 0 92 497 33 0 25 430 73 0 35 159 134 15 2190 17:00 175 229 37 0 53 278 23 0 19 292 66 0 22 81 87 8 1370 17:15 147 254 33 0 68 311 28 0 14 287 45 1 13 68 58 6 1333 17:30 134 220 29 0 44 231 11 0 7 255 54 0 12 98 75 2 1172 17:45 121 231 56 0 44 218 16 0 11 242 36 0 17 72 74 5 1143 Total 577 934 155 0 209 1038 78 0 51 1076 201 1 64 319 294 21 5018 18:00 108 164 30 0 41 194 16 0 17 199 26 0 17 90 69 2 973 18:15 101 151 33 0 40 155 10 0 5 203 36 0 8 51 59 6 858 Grand Total 1339 3237 827 0 489 2184 211 1 224 2934 419 6 235 1878 1350 51 15385 Apprch % 24.8 59.9 15.3 0 16.9 75.7 7.3 0 6.3 81.9 11.7 0.2 6.7 53.4 38.4 1.5 Total % 8.7 21 5.4 0 3.2 14.2 1.4 0 1.5 19.1 2.7 0 1.5 12.2 8.8 0.3 Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 20
15-140
File Name : H1901026
Site Code : 00000000
Start Date : 2/27/2019
Page No : 2
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: CAMPUS DRIVE
MACARTHUR BOULEVARD
Southbound
CAMPUS DRIVE
Westbound
MACARTHUR BOULEVARD
Northbound
CAMPUS DRIVE
Eastbound
Start Time Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns 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 42 207 69 0 318 13 42 9 0 64 18 150 8 1 177 16 217 112 0 345 904 08:00 65 213 88 0 366 14 42 10 0 66 22 135 16 0 173 28 190 121 1 340 945 08:15 44 222 83 0 349 21 34 10 0 65 12 140 10 0 162 12 170 115 0 297 873 08:30 56 211 78 0 345 23 46 9 1 79 22 150 18 1 191 15 182 108 3 308 923 Total Volume 207 853 318 0 1378 71 164 38 1 274 74 575 52 2 703 71 759 456 4 1290 3645 % App. Total 15 61.9 23.1 0 25.9 59.9 13.9 0.4 10.5 81.8 7.4 0.3 5.5 58.8 35.3 0.3 PHF .796 .961 .903 .000 .941 .772 .891 .950 .250 .867 .841 .958 .722 .500 .920 .634 .874 .942 .333 .935 .964
MACARTHUR BOULEVARD
CAMPUS DRIVE
CAMPUS DRIVE
MACARTHUR BOULEVARD
Right
207
Thru
853
Left
318
U
turns
0 InOut Total
1102 1378 2480
Right
71 Thru
164
Left
38 U
turns
1 OutTotal In
1151 274 1425
Left
52 Thru
575
Right
74 U
turns
2 Out TotalIn
962 703 1665
Left
456
Thru
759
Right
71 U
turns
4 TotalOut In
423 1290 1713
Peak Hour Begins at 07:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 21
15-141
File Name : H1901026
Site Code : 00000000
Start Date : 2/27/2019
Page No : 3
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: CAMPUS DRIVE
MACARTHUR BOULEVARD
Southbound
CAMPUS DRIVE
Westbound
MACARTHUR BOULEVARD
Northbound
CAMPUS DRIVE
Eastbound
Start
Time Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Int. Total
Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 17:00
17:00 175 229 37 0 441 53 278 23 0 354 19 292 66 0 377 22 81 87 8 198 1370 17:15 147 254 33 0 434 68 311 28 0 407 14 287 45 1 347 13 68 58 6 145 1333 17:30 134 220 29 0 383 44 231 11 0 286 7 255 54 0 316 12 98 75 2 187 1172 17:45 121 231 56 0 408 44 218 16 0 278 11 242 36 0 289 17 72 74 5 168 1143 Total Volume 577 934 155 0 1666 209 1038 78 0 1325 51 1076 201 1 1329 64 319 294 21 698 5018 % App. Total 34.6 56.1 9.3 0 15.8 78.3 5.9 0 3.8 81 15.1 0.1 9.2 45.7 42.1 3 PHF .824 .919 .692 .000 .944 .768 .834 .696 .000 .814 .671 .921 .761 .250 .881 .727 .814 .845 .656 .881 .916
MACARTHUR BOULEVARD
CAMPUS DRIVE
CAMPUS DRIVE
MACARTHUR BOULEVARD
Right
577
Thru
934
Left
155
U
turns
0 InOut Total
1579 1666 3245
Right
209
Thru
1038
Left
78 U
turns
0 OutTotal In
525 1325 1850
Left
201
Thru
1076
Right
51 U
turns
1 Out TotalIn
1076 1329 2405
Left
294
Thru
319
Right
64 U
turns
21 TotalOut In
1816 698 2514
Peak Hour Begins at 17:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 22
15-142
File Name : H1901028
Site Code : 00000000
Start Date : 2/27/2019
Page No : 1
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: BIRCH STREET
Groups Printed- Turning Movements
MACARTHUR BOULEVARD
Southbound
BIRCH STREET
Westbound
MACARTHUR BOULEVARD
Northbound
BIRCH STREET
Eastbound
Start Time Right Thru Left U turns Right Thru Left Right Thru Left U turns Right Thru Left Int. Total 07:00 44 111 11 2 8 18 3 7 80 5 0 17 38 18 362
07:15 39 113 10 1 5 12 4 14 93 6 1 13 47 15 373
07:30 53 135 16 0 10 20 5 7 97 8 0 14 56 24 445
07:45 49 189 22 0 11 27 8 19 135 7 1 12 80 26 586
Total 185 548 59 3 34 77 20 47 405 26 2 56 221 83 1766
08:00 45 165 22 0 16 16 6 25 148 7 3 16 108 18 595
08:15 39 158 18 0 13 32 9 18 151 8 0 16 76 21 559
08:30 33 151 19 0 14 28 6 19 169 8 1 17 64 16 545
08:45 47 190 20 3 12 40 6 17 151 5 1 15 71 29 607
Total 164 664 79 3 55 116 27 79 619 28 5 64 319 84 2306 16:30 26 176 13 0 32 99 16 5 158 17 2 9 67 85 705
16:45 33 219 21 0 30 99 19 7 179 18 3 9 77 74 788
Total 59 395 34 0 62 198 35 12 337 35 5 18 144 159 1493 17:00 33 208 18 2 57 124 19 3 213 35 1 12 75 94 894
17:15 44 206 11 0 51 136 32 5 237 29 1 11 75 75 913
17:30 50 215 7 0 56 123 31 13 203 19 1 13 79 77 887
17:45 38 229 8 2 46 117 27 10 204 31 2 6 48 58 826
Total 165 858 44 4 210 500 109 31 857 114 5 42 277 304 3520 18:00 27 161 3 2 24 83 21 4 157 24 7 13 55 70 651
18:15 32 139 13 0 36 75 19 3 171 18 2 10 33 71 622
Grand Total 632 2765 232 12 421 1049 231 176 2546 245 26 203 1049 771 10358 Apprch % 17.4 75.9 6.4 0.3 24.8 61.7 13.6 5.9 85.1 8.2 0.9 10 51.9 38.1 Total % 6.1 26.7 2.2 0.1 4.1 10.1 2.2 1.7 24.6 2.4 0.3 2 10.1 7.4 Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 23
15-143
File Name : H1901028
Site Code : 00000000
Start Date : 2/27/2019
Page No : 2
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: BIRCH STREET
MACARTHUR BOULEVARD
Southbound
BIRCH STREET
Westbound
MACARTHUR BOULEVARD
Northbound
BIRCH STREET
Eastbound
Start Time Right Thru Left U turns App. Total Right Thru Left App. Total Right Thru Left U turns App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 to 11:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00
08:00 45 165 22 0 232 16 16 6 38 25 148 7 3 183 16 108 18 142 595 08:15 39 158 18 0 215 13 32 9 54 18 151 8 0 177 16 76 21 113 559 08:30 33 151 19 0 203 14 28 6 48 19 169 8 1 197 17 64 16 97 545 08:45 47 190 20 3 260 12 40 6 58 17 151 5 1 174 15 71 29 115 607 Total Volume 164 664 79 3 910 55 116 27 198 79 619 28 5 731 64 319 84 467 2306 % App. Total 18 73 8.7 0.3 27.8 58.6 13.6 10.8 84.7 3.8 0.7 13.7 68.3 18 PHF .872 .874 .898 .250 .875 .859 .725 .750 .853 .790 .916 .875 .417 .928 .941 .738 .724 .822 .950
MACARTHUR BOULEVARD
BIRCH STREET
BIRCH STREET
MACARTHUR BOULEVARD
Right
164
Thru
664
Left
79 U
turns
3 InOut Total
758 910 1668
Right
55 Thru
116
Left
27 OutTotal In
477 198 675
Left
28 Thru
619
Right
79 U
turns
5 Out TotalIn
755 731 1486
Left
84 Thru
319
Right
64 TotalOut In
308 467 775
Peak Hour Begins at 08:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 24
15-144
File Name : H1901028
Site Code : 00000000
Start Date : 2/27/2019
Page No : 3
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: BIRCH STREET
MACARTHUR BOULEVARD
Southbound
BIRCH STREET
Westbound
MACARTHUR BOULEVARD
Northbound
BIRCH STREET
Eastbound
Start Time Right Thru Left U turns App. Total Right Thru Left App. Total Right Thru Left U turns App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 12:00 to 18:15 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 17:00
17:00 33 208 18 2 261 57 124 19 200 3 213 35 1 252 12 75 94 181 894 17:15 44 206 11 0 261 51 136 32 219 5 237 29 1 272 11 75 75 161 913 17:30 50 215 7 0 272 56 123 31 210 13 203 19 1 236 13 79 77 169 887 17:45 38 229 8 2 277 46 117 27 190 10 204 31 2 247 6 48 58 112 826 Total Volume 165 858 44 4 1071 210 500 109 819 31 857 114 5 1007 42 277 304 623 3520 % App. Total 15.4 80.1 4.1 0.4 25.6 61.1 13.3 3.1 85.1 11.3 0.5 6.7 44.5 48.8 PHF .825 .937 .611 .500 .967 .921 .919 .852 .935 .596 .904 .814 .625 .926 .808 .877 .809 .860 .964
MACARTHUR BOULEVARD
BIRCH STREET
BIRCH STREET
MACARTHUR BOULEVARD
Right
165
Thru
858
Left
44 U
turns
4 InOut Total
1371 1071 2442
Right
210
Thru
500
Left
109
OutTotal In
352 819 1171
Left
114
Thru
857
Right
31 U
turns
5 Out TotalIn
1009 1007 2016
Left
304
Thru
277
Right
42 TotalOut In
779 623 1402
Peak Hour Begins at 17:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 25
15-145
File Name : H1901027
Site Code : 00000000
Start Date : 2/27/2019
Page No : 1
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: VON KARMAN AVENUE
Groups Printed- Turning Movements
MACARTHUR
BOULEVARD
Southbound
VON KARMAN AVENUE
Westbound
MACARTHUR
BOULEVARD
Northbound
NEWPORT PLACE DRIVE
Eastbound
Start Time Right Thru Left U turns Right Thru Left U turns Right Thru Left U turns Right Thru Left U turns Int. Total 07:00 22 78 10 1 3 15 21 0 55 93 4 0 4 8 3 1 318
07:15 18 84 5 2 1 19 18 0 104 131 3 1 3 8 3 0 400
07:30 21 80 9 0 7 18 31 0 123 134 9 2 8 14 2 1 459
07:45 39 96 12 1 3 21 43 0 145 194 7 2 3 16 1 0 583
Total 100 338 36 4 14 73 113 0 427 552 23 5 18 46 9 2 1760 08:00 28 101 11 1 2 26 41 0 166 211 11 1 12 17 4 0 632
08:15 34 96 10 1 4 21 42 0 180 194 12 0 7 18 0 0 619
08:30 19 107 7 1 9 32 44 0 169 182 12 0 5 22 9 0 618
08:45 42 111 18 2 5 17 38 0 170 220 10 0 8 15 3 1 660
Total 123 415 46 5 20 96 165 0 685 807 45 1 32 72 16 1 2529 16:30 19 212 19 3 13 14 115 0 39 171 10 0 39 40 16 4 714 16:45 16 168 14 3 23 20 147 0 56 165 8 0 46 39 25 1 731 Total 35 380 33 6 36 34 262 0 95 336 18 0 85 79 41 5 1445 17:00 12 241 19 3 24 32 137 0 67 203 11 1 70 60 36 2 918 17:15 6 189 12 2 23 25 174 0 57 203 8 1 58 33 29 3 823
17:30 13 249 6 2 20 19 159 0 71 222 9 0 43 22 12 1 848
17:45 16 229 9 3 22 13 142 0 78 166 7 0 23 26 15 0 749
Total 47 908 46 10 89 89 612 0 273 794 35 2 194 141 92 6 3338 18:00 3 195 13 3 18 10 136 0 61 176 5 1 34 22 11 1 689
18:15 5 140 5 3 14 14 100 0 54 146 1 0 24 18 7 0 531
Grand Total 313 2376 179 31 191 316 1388 0 1595 2811 127 9 387 378 176 15 10292 Apprch % 10.8 82 6.2 1.1 10.1 16.7 73.2 0 35.1 61.9 2.8 0.2 40.5 39.5 18.4 1.6 Total % 3 23.1 1.7 0.3 1.9 3.1 13.5 0 15.5 27.3 1.2 0.1 3.8 3.7 1.7 0.1 Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 26
15-146
File Name : H1901027
Site Code : 00000000
Start Date : 2/27/2019
Page No : 2
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: VON KARMAN AVENUE
MACARTHUR BOULEVARD
Southbound
VON KARMAN AVENUE
Westbound
MACARTHUR BOULEVARD
Northbound
NEWPORT PLACE DRIVE
Eastbound
Start Time Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Int. Total
Peak Hour Analysis From 07:00 to 11:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00
08:00 28 101 11 1 141 2 26 41 0 69 166 211 11 1 389 12 17 4 0 33 632 08:15 34 96 10 1 141 4 21 42 0 67 180 194 12 0 386 7 18 0 0 25 619 08:30 19 107 7 1 134 9 32 44 0 85 169 182 12 0 363 5 22 9 0 36 618 08:45 42 111 18 2 173 5 17 38 0 60 170 220 10 0 400 8 15 3 1 27 660 Total Volume 123 415 46 5 589 20 96 165 0 281 685 807 45 1 1538 32 72 16 1 121 2529 % App. Total 20.9 70.5 7.8 0.8 7.1 34.2 58.7 0 44.5 52.5 2.9 0.1 26.4 59.5 13.2 0.8 PHF .732 .935 .639 .625 .851 .556 .750 .938 .000 .826 .951 .917 .938 .250 .961 .667 .818 .444 .250 .840 .958
MACARTHUR BOULEVARD
NEWPORT PLACE DRIVE
VON KARMAN AVENUE
MACARTHUR BOULEVARD
Right
123
Thru
415
Left
46 U
turns
5 InOut Total
843 589 1432
Right
20 Thru
96 Left
165
U
turns
0 OutTotal In
803 281 1084
Left
45 Thru
807
Right
685
U
turns
1 Out TotalIn
612 1538 2150
Left
16 Thru
72 Right
32 U
turns
1 TotalOut In
264 121 385
Peak Hour Begins at 08:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 27
15-147
File Name : H1901027
Site Code : 00000000
Start Date : 2/27/2019
Page No : 3
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: VON KARMAN AVENUE
MACARTHUR BOULEVARD
Southbound
VON KARMAN AVENUE
Westbound
MACARTHUR BOULEVARD
Northbound
NEWPORT PLACE DRIVE
Eastbound
Start
Time Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Int. Total
Peak Hour Analysis From 12:00 to 18:15 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 17:00
17:00 12 241 19 3 275 24 32 137 0 193 67 203 11 1 282 70 60 36 2 168 918 17:15 6 189 12 2 209 23 25 174 0 222 57 203 8 1 269 58 33 29 3 123 823 17:30 13 249 6 2 270 20 19 159 0 198 71 222 9 0 302 43 22 12 1 78 848 17:45 16 229 9 3 257 22 13 142 0 177 78 166 7 0 251 23 26 15 0 64 749 Total Volume 47 908 46 10 1011 89 89 612 0 790 273 794 35 2 1104 194 141 92 6 433 3338 % App. Total 4.6 89.8 4.5 1 11.3 11.3 77.5 0 24.7 71.9 3.2 0.2 44.8 32.6 21.2 1.4 PHF .734 .912 .605 .833 .919 .927 .695 .879 .000 .890 .875 .894 .795 .500 .914 .693 .588 .639 .500 .644 .909
MACARTHUR BOULEVARD
NEWPORT PLACE DRIVE
VON KARMAN AVENUE
MACARTHUR BOULEVARD
Right
47 Thru
908
Left
46 U
turns
10 InOut Total
975 1011 1986
Right
89 Thru
89 Left
612
U
turns
0 OutTotal In
460 790 1250
Left
35 Thru
794
Right
273
U
turns
2 Out TotalIn
1714 1104 2818
Left
92 Thru
141
Right
194
U
turns
6 TotalOut In
171 433 604
Peak Hour Begins at 17:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 28
15-148
File Name : h1901024
Site Code : 00000000
Start Date : 2/27/2019
Page No : 1
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: JAMBOREE ROAD
Groups Printed- Turning Movements
MACARTHUR
BOULEVARD
Southbound
JAMBOREE ROAD
Westbound
MACARTHUR
BOULEVARD
Northbound
JAMBOREE ROAD
Eastbound
Start Time Right Thru Left Right Thru Left U turns Right Thru Left Right Thru Left U turns Int. Total 07:00 34 51 9 24 132 60 0 46 66 20 23 205 49 0 719
07:15 24 77 17 36 170 84 0 62 142 20 24 229 76 0 961
07:30 34 69 11 37 204 81 0 95 152 19 28 227 86 0 1043
07:45 34 118 11 44 207 95 0 126 261 33 49 244 75 0 1297 Total 126 315 48 141 713 320 0 329 621 92 124 905 286 0 4020 08:00 40 95 14 43 163 84 0 166 217 44 43 295 122 0 1326 08:15 38 104 12 51 204 87 0 138 234 30 46 252 120 0 1316 08:30 38 104 25 58 182 66 0 132 227 62 49 206 91 0 1240 08:45 144 81 13 49 179 87 0 102 226 38 41 254 97 0 1311 Total 260 384 64 201 728 324 0 538 904 174 179 1007 430 0 5193 16:30 84 290 33 41 230 116 0 93 122 42 11 329 58 0 1449 16:45 86 330 35 34 199 87 0 85 153 58 12 317 60 0 1456
Total 170 620 68 75 429 203 0 178 275 100 23 646 118 0 2905 17:00 105 291 53 39 270 125 0 75 159 73 15 233 66 0 1504 17:15 113 426 25 61 264 140 0 81 176 61 14 192 60 0 1613 17:30 83 392 38 64 261 100 0 71 176 66 9 197 62 0 1519
17:45 92 306 34 64 267 135 0 76 146 41 10 204 72 0 1447 Total 393 1415 150 228 1062 500 0 303 657 241 48 826 260 0 6083 18:00 97 311 36 31 235 111 0 82 159 37 10 164 52 0 1325 18:15 78 223 44 25 279 121 0 72 120 52 9 211 59 0 1293
Grand Total 1124 3268 410 701 3446 1579 0 1502 2736 696 393 3759 1205 0 20819 Apprch % 23.4 68.1 8.5 12.2 60.2 27.6 0 30.4 55.5 14.1 7.3 70.2 22.5 0 Total % 5.4 15.7 2 3.4 16.6 7.6 0 7.2 13.1 3.3 1.9 18.1 5.8 0 Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 29
15-149
File Name : h1901024
Site Code : 00000000
Start Date : 2/27/2019
Page No : 2
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: JAMBOREE ROAD
MACARTHUR
BOULEVARD
Southbound
JAMBOREE ROAD
Westbound
MACARTHUR
BOULEVARD
Northbound
JAMBOREE ROAD
Eastbound
Start Time Right Thru Left App. Total Right Thru Left U turns App. Total Right Thru Left App. Total Right Thru Left U turns 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 40 95 14 149 43 163 84 0 290 166 217 44 427 43 295 122 0 460 1326 08:15 38 104 12 154 51 204 87 0 342 138 234 30 402 46 252 120 0 418 1316 08:30 38 104 25 167 58 182 66 0 306 132 227 62 421 49 206 91 0 346 1240 08:45 144 81 13 238 49 179 87 0 315 102 226 38 366 41 254 97 0 392 1311 Total Volume 260 384 64 708 201 728 324 0 1253 538 904 174 1616 179 1007 430 0 1616 5193 % App. Total
PHF .451 .923 .640 .744 .866 .892 .931 .000 .916 .810 .966 .702 .946 .913 .853 .881 .000 .878 .979
MACARTHUR BOULEVARD
JAMBOREE ROAD
JAMBOREE ROAD
MACARTHUR BOULEVARD
Right
260
Thru
384
Left
64 InOut Total
1535 708 2243
Right
201
Thru
728
Left
324
U
turns
0 OutTotal In
1609 1253 2862
Left
174
Thru
904
Right
538
Out TotalIn
887 1616 2503
Left
430
Thru
1007
Right
179
U
turns
0 TotalOut In
1162 1616 2778
Peak Hour Begins at 08:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 30
15-150
File Name : h1901024
Site Code : 00000000
Start Date : 2/27/2019
Page No : 3
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: JAMBOREE ROAD
MACARTHUR
BOULEVARD
Southbound
JAMBOREE ROAD
Westbound
MACARTHUR
BOULEVARD
Northbound
JAMBOREE ROAD
Eastbound
Start Time Right Thru Left App. Total Right Thru Left U turns App. Total Right Thru Left App. Total Right Thru Left U turns App. Total Int. Total Peak Hour Analysis From 16:00 to 18:15 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 86 330 35 451 34 199 87 0 320 85 153 58 296 12 317 60 0 389 1456 17:00 105 291 53 449 39 270 125 0 434 75 159 73 307 15 233 66 0 314 1504 17:15 113 426 25 564 61 264 140 0 465 81 176 61 318 14 192 60 0 266 1613 17:30 83 392 38 513 64 261 100 0 425 71 176 66 313 9 197 62 0 268 1519 Total Volume 387 1439 151 1977 198 994 452 0 1644 312 664 258 1234 50 939 248 0 1237 6092 % App. Total
PHF .856 .844 .712 .876 .773 .920 .807 .000 .884 .918 .943 .884 .970 .833 .741 .939 .000 .795 .944
MACARTHUR BOULEVARD
JAMBOREE ROAD
JAMBOREE ROAD
MACARTHUR BOULEVARD
Right
387
Thru
1439
Left
151
InOut Total
1110 1977 3087
Right
198
Thru
994
Left
452
U
turns
0 OutTotal In
1402 1644 3046
Left
258
Thru
664
Right
312
Out TotalIn
1941 1234 3175
Left
248
Thru
939
Right
50 U
turns
0 TotalOut In
1639 1237 2876
Peak Hour Begins at 16:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 31
15-151
File Name : H1803060
Site Code : 00000000
Start Date : 5/1/2018
Page No : 1
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: BISON AVENUE
Groups Printed- Turning Movements
MACARTHUR
BOULEVARD
Southbound
BISON AVENUE
Westbound
MACARTHUR
BOULEVARD
Northbound
BISON AVENUE
Eastbound
Start Time Right Thru Left Right Thru Left U-Turn Right Thru Left Right Thru Left Int. Total 07:00 46 503 4 12 40 112 1 30 311 18 33 29 23 1162
07:15 58 537 9 19 33 65 0 32 468 31 27 25 26 1330
07:30 62 587 9 21 52 105 1 35 542 78 42 56 59 1649
07:45 62 536 13 13 60 152 0 33 592 68 67 58 68 1722
Total 228 2163 35 65 185 434 2 130 1913 195 169 168 176 5863 08:00 46 593 12 20 64 100 1 35 600 54 46 59 44 1674
08:15 48 558 9 26 61 138 0 31 548 62 44 49 43 1617
08:30 50 607 4 22 49 93 1 32 542 58 41 40 42 1581
08:45 60 572 18 25 48 141 0 32 568 45 59 43 36 1647
Total 204 2330 43 93 222 472 2 130 2258 219 190 191 165 6519 *** BREAK ***
16:30 68 505 25 26 48 47 0 16 548 39 41 52 54 1469
16:45 85 549 38 21 51 45 0 27 542 41 48 36 47 1530
Total 153 1054 63 47 99 92 0 43 1090 80 89 88 101 2999
17:00 52 659 41 32 66 74 1 30 575 40 57 58 54 1739
17:15 75 580 37 29 50 62 3 32 570 35 51 62 47 1633
17:30 50 628 41 25 47 44 1 40 580 30 56 42 34 1618
17:45 49 583 38 23 52 71 1 38 590 37 41 48 53 1624
Total 226 2450 157 109 215 251 6 140 2315 142 205 210 188 6614 18:00 54 567 29 28 56 73 4 30 575 40 49 34 45 1584
18:15 42 567 41 19 53 50 1 32 540 48 31 45 46 1515
Grand Total 907 9131 368 361 830 1372 15 505 8691 724 733 736 721 25094 Apprch % 8.7 87.7 3.5 14 32.2 53.2 0.6 5.1 87.6 7.3 33.5 33.6 32.9 Total % 3.6 36.4 1.5 1.4 3.3 5.5 0.1 2 34.6 2.9 2.9 2.9 2.9 Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 32
15-152
File Name : H1803060
Site Code : 00000000
Start Date : 5/1/2018
Page No : 2
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: BISON AVENUE
MACARTHUR BOULEVARD
Southbound
BISON AVENUE
Westbound
MACARTHUR BOULEVARD
Northbound
BISON AVENUE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left U-Turn App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30
07:30 62 587 9 658 21 52 105 1 179 35 78
07:45 62 536 13 611 13 60 152 0 225 33 592 68 693 67 58 68 193 1722 08:00 46 593 12 651 20 64 100 1 185 35 600 54 689 46 59 44 149 1674 08:15 48 558 9 615 26 61 138 0 225 31 548 62 641 44 49 43 136 1617 Total Volume 218 2274 43 2535 80 237 495 2 814 134 2282 262 2678 199 222 214 635 6662 % App. Total 8.6 89.7 1.7 9.8 29.1 60.8 0.2 5 85.2 9.8 31.3 35 33.7 PHF .879 .959 .827 .963 .769 .926 .814 .500 .904 .957 .951 .840 .966 .743 .941 .787 .823 .967
MACARTHUR BOULEVARD
BISON AVENUE
BISON AVENUE
MACARTHUR BOULEVARD
Right
218
Thru
2274
Left
43 InOut Total
2576 2535 5111
Right
80 Thru
237
Left
495
U-Turn
2 OutTotal In
399 814 1213
Left
262
Thru
2282
Right
134
Out TotalIn
2968 2678 5646
Left
214
Thru
222
Right
199
TotalOut In
717 635 1352
Peak Hour Begins at 07:30
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 33
15-153
File Name : H1803060
Site Code : 00000000
Start Date : 5/1/2018
Page No : 3
City: NEWPORT BEACH
N-S Direction: MACARTHUR BOULEVARD
E-W Direction: BISON AVENUE
MACARTHUR BOULEVARD
Southbound
BISON AVENUE
Westbound
MACARTHUR BOULEVARD
Northbound
BISON AVENUE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left U-Turn App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 17:00
17:00 52 659 41 752 32 66 74 1 173 30 575 40 57 58 54 169 1739 17:15 75 580 37 692 29 50 62 3 144 32 570 35 637 51 62 47 160 1633 17:30 50 628 41 719 25 47 44 1 117 40
17:45 49 583 38 670 23 52 71 1 147 38 590 37 665 41 48 53 142 1624 Total Volume 226 2450 157 2833 109 215 251 6 581 140 2315 142 2597 205 210 188 603 6614 % App. Total 8 86.5 5.5 18.8 37 43.2 1 5.4 89.1 5.5 34 34.8 31.2 PHF .753 .929 .957 .942 .852 .814 .848 .500 .840 .875 .981 .888 .976 .899 .847 .870 .892 .951
MACARTHUR BOULEVARD
BISON AVENUE
BISON AVENUE
MACARTHUR BOULEVARD
Right
226
Thru
2450
Left
157
InOut Total
2612 2833 5445
Right
109
Thru
215
Left
251
U-Turn
6 OutTotal In
507 581 1088
Left
142
Thru
2315
Right
140
Out TotalIn
2906 2597 5503
Left
188
Thru
210
Right
205
TotalOut In
583 603 1186
Peak Hour Begins at 17:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 34
15-154
File Name : H1901029
Site Code : 00000000
Start Date : 2/27/2019
Page No : 1
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E-W Direction: CAMPUS DRIVE
Groups Printed- Turning Movements
JAMBOREE ROAD
Southbound
CAMPUS DRIVE
Westbound
JAMBOREE ROAD
Northbound
CAMPUS DRIVE
Eastbound
Start Time Right Thru Left U turns Right Thru Left U turns Right Thru Left U turns Right Thru Left U turns Int. Total 07:00 25 336 67 0 9 19 20 0 18 161 15 2 8 27 8 0 715
07:15 26 360 32 1 22 38 46 0 11 212 15 1 5 36 10 0 815
07:30 35 477 33 0 18 38 67 0 33 246 15 2 6 44 18 0 1032 07:45 33 476 35 0 30 80 83 0 43 272 33 0 20 41 15 0 1161 Total 119 1649 167 1 79 175 216 0 105 891 78 5 39 148 51 0 3723 08:00 38 398 37 0 28 77 67 0 61 275 15 1 15 51 17 0 1080 08:15 28 462 45 0 25 50 92 0 53 277 31 5 5 49 13 0 1135 08:30 38 428 45 0 17 76 85 0 39 295 21 2 10 56 27 1 1140 08:45 34 431 45 0 27 93 73 0 37 290 22 0 8 48 15 1 1124 Total 138 1719 172 0 97 296 317 0 190 1137 89 8 38 204 72 2 4479 16:30 31 336 36 1 40 67 32 0 106 403 14 4 24 95 69 0 1258 16:45 30 250 31 1 24 71 40 0 80 395 15 0 25 110 35 0 1107 Total 61 586 67 2 64 138 72 0 186 798 29 4 49 205 104 0 2365 17:00 30 310 45 0 35 95 50 0 128 247 8 0 58 192 67 0 1265 17:15 47 366 57 0 43 84 55 0 110 240 24 0 51 116 38 1 1232 17:30 31 320 52 0 33 82 60 0 94 220 30 1 43 143 26 4 1139 17:45 35 347 29 0 41 73 36 1 150 434 9 1 40 135 39 0 1370 Total 143 1343 183 0 152 334 201 1 482 1141 71 2 192 586 170 5 5006 18:00 29 290 37 0 40 50 29 0 116 353 13 1 37 115 43 1 1154 18:15 34 257 31 0 42 79 38 0 84 330 9 0 21 92 36 2 1055 Grand Total 524 5844 657 3 474 1072 873 1 1163 4650 289 20 376 1350 476 10 17782 Apprch % 7.5 83.2 9.3 0 19.6 44.3 36.1 0 19 76 4.7 0.3 17 61 21.5 0.5 Total % 2.9 32.9 3.7 0 2.7 6 4.9 0 6.5 26.2 1.6 0.1 2.1 7.6 2.7 0.1 Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 35
15-155
File Name : H1901029
Site Code : 00000000
Start Date : 2/27/2019
Page No : 2
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E-W Direction: CAMPUS DRIVE
JAMBOREE ROAD
Southbound
CAMPUS DRIVE
Westbound
JAMBOREE ROAD
Northbound
CAMPUS DRIVE
Eastbound
Start Time Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns 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 33 476 35 0 544 30 80 83 0 193 43 272 33 0 348 20 41 15 0 76 1161 08:00 38 398 37 0 473 28 77 67 0 172 61 275 15 1 352 15 51 17 0 83 1080 08:15 28 462 45 0 535 25 50 92 0 167 53 277 31 5 366 5 49 13 0 67 1135 08:30 38 428 45 0 511 17 76 85 0 178 39 295 21 2 357 10 56 27 1 94 1140 Total Volume 137 1764 162 0 2063 100 283 327 0 710 196 1119 100 8 1423 50 197 72 1 320 4516 % App. Total 6.6 85.5 7.9 0 14.1 39.9 46.1 0 13.8 78.6 7 0.6 15.6 61.6 22.5 0.3 PHF .901 .926 .900 .000 .948 .833 .884 .889 .000 .920 .803 .948 .758 .400 .972 .625 .879 .667 .250 .851 .972
JAMBOREE ROAD
CAMPUS DRIVE
CAMPUS DRIVE
JAMBOREE ROAD
Right
137
Thru
1764
Left
162
U
turns
0 InOut Total
1291 2063 3354
Right
100
Thru
283
Left
327
U
turns
0 OutTotal In
555 710 1265
Left
100
Thru
1119
Right
196
U
turns
8 Out TotalIn
2141 1423 3564
Left
72 Thru
197
Right
50 U
turns
1 TotalOut In
520 320 840
Peak Hour Begins at 07:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 36
15-156
File Name : H1901029
Site Code : 00000000
Start Date : 2/27/2019
Page No : 3
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E-W Direction: CAMPUS DRIVE
JAMBOREE ROAD
Southbound
CAMPUS DRIVE
Westbound
JAMBOREE ROAD
Northbound
CAMPUS DRIVE
Eastbound
Start
Time Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Int. Total
Peak Hour Analysis From 16:00 to 18:15 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 17:00
17:00 30 310 45 0 385 35 95 50 0 180 128 247 8 0 383 58 192 67 0 317 1265 17:15 47 366 57 0 470 43 84 55 0 182 110 240 24 0 374 51 116 38 1 206 1232 17:30 31 320 52 0 403 33 82 60 0 175 94 220 30 1 345 43 143 26 4 216 1139 17:45 35 347 29 0 411 41 73 36 1 151 150 434 9 1 594 40 135 39 0 214 1370 Total Volume 143 1343 183 0 1669 152 334 201 1 688 482 1141 71 2 1696 192 586 170 5 953 5006 % App. Total 8.6 80.5 11 0 22.1 48.5 29.2 0.1 28.4 67.3 4.2 0.1 20.1 61.5 17.8 0.5 PHF .761 .917 .803 .000 .888 .884 .879 .838 .250 .945 .803 .657 .592 .500 .714 .828 .763 .634 .313 .752 .914
JAMBOREE ROAD
CAMPUS DRIVE
CAMPUS DRIVE
JAMBOREE ROAD
Right
143
Thru
1343
Left
183
U
turns
0 InOut Total
1463 1669 3132
Right
152
Thru
334
Left
201
U
turns
1 OutTotal In
1251 688 1939
Left
71 Thru
1141
Right
482
U
turns
2 Out TotalIn
1736 1696 3432
Left
170
Thru
586
Right
192
U
turns
5 TotalOut In
548 953 1501
Peak Hour Begins at 17:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 37
15-157
File Name : H1901008
Site Code : 00000000
Start Date : 1/23/2019
Page No : 1
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E-W Direction: N. BRISTOL STREET
Groups Printed- Turning Movements
JAMBOREE ROAD
Southbound
SR-73 WB ON RAMP
Westbound
JAMBOREE ROAD
Northbound
N. BRISTOL STREET
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 46 118 0 0 0 0 115 255 91 0 0 0 625
07:15 59 150 0 0 0 0 129 314 99 0 0 0 751
07:30 72 174 0 0 0 0 142 355 110 0 0 0 853
07:45 85 180 0 0 0 0 210 405 175 0 0 0 1055
Total 262 622 0 0 0 0 596 1329 475 0 0 0 3284
08:00 97 166 0 0 0 0 170 386 147 0 0 0 966
08:15 120 180 0 0 0 0 199 453 201 0 0 0 1153
08:30 103 179 0 0 0 0 177 388 191 0 0 0 1038
08:45 103 180 0 0 0 0 150 374 183 0 0 0 990
Total 423 705 0 0 0 0 696 1601 722 0 0 0 4147
16:30 171 172 0 0 0 0 165 377 167 0 0 0 1052
16:45 177 207 0 0 0 0 207 411 191 0 0 0 1193
Total 348 379 0 0 0 0 372 788 358 0 0 0 2245
17:00 213 234 0 0 0 0 209 325 189 0 0 0 1170
17:15 180 285 0 0 0 0 247 357 181 0 0 0 1250
17:30 161 278 0 0 0 0 226 254 131 0 0 0 1050
17:45 158 206 0 0 0 0 237 240 154 0 0 0 995
Total 712 1003 0 0 0 0 919 1176 655 0 0 0 4465
18:00 174 239 0 0 0 0 192 305 124 0 0 0 1034
18:15 133 209 0 0 0 0 189 272 126 0 0 0 929
Grand Total 2052 3157 0 0 0 0 2964 5471 2460 0 0 0 16104 Apprch % 39.4 60.6 0 0 0 0 27.2 50.2 22.6 0 0 0
Total % 12.7 19.6 0 0 0 0 18.4 34 15.3 0 0 0
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 38
15-158
File Name : H1901008
Site Code : 00000000
Start Date : 1/23/2019
Page No : 2
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E-W Direction: N. BRISTOL STREET
JAMBOREE ROAD
Southbound
SR-73 WB ON RAMP
Westbound
JAMBOREE ROAD
Northbound
N. BRISTOL STREET
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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 85 180 0 265 0 0 0 0 210 405 175 790 0 0 0 0 1055 08:00 97 166 0 263 0 0 0 0 170 386 147 703 0 0 0 0 966
08:15 120 180 0 300 0 0 0 0 199 453 201 853 0 0 0 0 1153 08:30 103 179 0 282 0 0 0 0 177 388 191 756 0 0 0 0 1038 Total Volume 405 705 0 1110 0 0 0 0 756 1632 714 3102 0 0 0 0 4212 % App. Total 36.5 63.5 0 0 0 0 24.4 52.6 23 0 0 0
PHF .844 .979 .000 .925 .000 .000 .000 .000 .900 .901 .888 .909 .000 .000 .000 .000 .913
JAMBOREE ROAD
N. BRISTOL STREET
SR-73 WB ON RAMP
JAMBOREE ROAD
Right
405
Thru
705
Left
0 InOut Total
1632 1110 2742
Right
0 Thru
0 Left
0 OutTotal In
756 0 756
Left
714
Thru
1632
Right
756
Out TotalIn
705 3102 3807
Left
0 Thru
0 Right
0 TotalOut In
1119 0 1119
Peak Hour Begins at 07:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 39
15-159
File Name : H1901008
Site Code : 00000000
Start Date : 1/23/2019
Page No : 3
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E-W Direction: N. BRISTOL STREET
JAMBOREE ROAD
Southbound
SR-73 WB ON RAMP
Westbound
JAMBOREE ROAD
Northbound
N. BRISTOL STREET
Eastbound
Start Time Righ
t Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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
16:30 171 172 0 343 0 0 0 0 165 377 167 709 0 0 0 0 1052 16:45 177 207 0 384 0 0 0 0 207 411 191 809 0 0 0 0 1193 17:00 213 234 0 447 0 0 0 0 209 325 189 723 0 0 0 0 1170 17:15 180 285 0 465 0 0 0 0 247 357 181 785 0 0 0 0 1250 Total Volume 741 898 0 1639 0 0 0 0 828 1470 728 3026 0 0 0 0 4665 % App. Total 45.2 54.8 0 0 0 0 27.4 48.6 24.1 0 0 0
PHF .870 .788 .000 .881 .000 .000 .000 .000 .838 .894 .953 .935 .000 .000 .000 .000 .933
JAMBOREE ROAD
N. BRISTOL STREET
SR-73 WB ON RAMP
JAMBOREE ROAD
Right
741
Thru
898
Left
0 InOut Total
1470 1639 3109
Right
0 Thru
0 Left
0 OutTotal In
828 0 828
Left
728
Thru
1470
Right
828
Out TotalIn
898 3026 3924
Left
0 Thru
0 Right
0 TotalOut In
1469 0 1469
Peak Hour Begins at 16:30
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 40
15-160
File Name : h1901005
Site Code : 00000000
Start Date : 1/23/2019
Page No : 1
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E-W Direction: S. BRISTOL STREET
Groups Printed- Turning Movements
JAMBOREE ROAD
Southbound
SR-73 EB ON RAMP
Westbound
JAMBOREE ROAD
Northbound
S. BRISTOL STREET
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 0 114 0 0 0 0 1 284 0 279 61 177 916
07:15 0 146 0 0 0 0 3 289 0 346 71 249 1104
07:30 0 171 0 0 0 0 0 323 0 384 102 272 1252
07:45 0 180 0 0 0 0 1 487 0 358 119 295 1440
Total 0 611 0 0 0 0 5 1383 0 1367 353 993 4712
08:00 0 169 0 0 0 0 3 415 0 351 131 311 1380
08:15 0 190 0 0 0 0 8 460 0 359 115 323 1455
08:30 0 151 0 0 0 0 9 476 0 330 162 299 1427
08:45 0 192 0 0 0 0 11 432 0 365 132 290 1422
Total 0 702 0 0 0 0 31 1783 0 1405 540 1223 5684
16:30 0 185 0 0 0 0 16 485 0 256 175 207 1324
16:45 0 180 0 0 0 0 19 525 0 278 201 267 1470
Total 0 365 0 0 0 0 35 1010 0 534 376 474 2794
17:00 0 247 0 0 0 0 20 435 0 267 211 279 1459
17:15 0 293 0 0 0 0 26 439 0 223 216 228 1425
17:30 0 244 0 0 0 0 11 421 0 261 232 187 1356
17:45 0 243 0 0 0 0 15 445 0 218 142 176 1239
Total 0 1027 0 0 0 0 72 1740 0 969 801 870 5479
18:00 0 233 0 0 0 0 14 421 0 254 192 193 1307
18:15 0 203 0 0 0 0 12 431 0 248 155 148 1197
Grand Total 0 3141 0 0 0 0 169 6768 0 4777 2417 3901 21173 Apprch % 0 100 0 0 0 0 2.4 97.6 0 43.1 21.8 35.2
Total % 0 14.8 0 0 0 0 0.8 32 0 22.6 11.4 18.4
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 41
15-161
File Name : h1901005
Site Code : 00000000
Start Date : 1/23/2019
Page No : 2
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E-W Direction: S. BRISTOL STREET
JAMBOREE ROAD
Southbound
SR-73 EB ON RAMP
Westbound
JAMBOREE ROAD
Northbound
S. BRISTOL STREET
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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 0 180 0 180 0 0 0 0 1 487 0 488 358 119 295 772 1440 08:00 0 169 0 169 0 0 0 0 3 415 0 418 351 131 311 793 1380 08:15 0 190 0 190 0 0 0 0 8 460 0 468 359 115 323 797 1455 08:30 0 151 0 151 0 0 0 0 9 476 0 485 330 162 299 791 1427 Total Volume 0 690 0 690 0 0 0 0 21 1838 0 1859 1398 527 1228 3153 5702 % App. Total 0 100 0 0 0 0 1.1 98.9 0 44.3 16.7 38.9 PHF .000 .908 .000 .908 .000 .000 .000 .000 .583 .944 .000 .952 .974 .813 .950 .989 .980
JAMBOREE ROAD
S. BRISTOL STREET
SR-73 EB ON RAMP
JAMBOREE ROAD
Right
0 Thru
690
Left
0 InOut Total
3066 690 3756
Right
0 Thru
0 Left
0 OutTotal In
548 0 548
Left
0 Thru
1838
Right
21 Out TotalIn
2088 1859 3947
Left
1228
Thru
527
Right
1398
TotalOut In
0 3153 3153
Peak Hour Begins at 07:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 42
15-162
File Name : h1901005
Site Code : 00000000
Start Date : 1/23/2019
Page No : 3
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E-W Direction: S. BRISTOL STREET
JAMBOREE ROAD
Southbound
SR-73 EB ON RAMP
Westbound
JAMBOREE ROAD
Northbound
S. BRISTOL STREET
Eastbound
Start Time Righ
t Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 0 180 0 180 0 0 0 0 19 525 0 544 278 201 267 746 1470 17:00 0 247 0 247 0 0 0 0 20 435 0 455 267 211 279 757 1459 17:15 0 293 0 293 0 0 0 0 26 439 0 465 223 216 228 667 1425 17:30 0 244 0 244 0 0 0 0 11 421 0 432 261 232 187 680 1356 Total Volume 0 964 0 964 0 0 0 0 76 1820 0 1896 1029 860 961 2850 5710 % App. Total 0 100 0 0 0 0 4 96 0 36.1 30.2 33.7
PHF .000 .823 .000 .823 .000 .000 .000 .000 .731 .867 .000 .871 .925 .927 .861 .941 .971
JAMBOREE ROAD
S. BRISTOL STREET
SR-73 EB ON RAMP
JAMBOREE ROAD
Right
0 Thru
964
Left
0 InOut Total
2781 964 3745
Right
0 Thru
0 Left
0 OutTotal In
936 0 936
Left
0 Thru
1820
Right
76 Out TotalIn
1993 1896 3889
Left
961
Thru
860
Right
1029
TotalOut In
0 2850 2850
Peak Hour Begins at 16:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 43
15-163
File Name : H1901022
Site Code : 00000000
Start Date : 2/27/2019
Page No : 1
City: NEWPORT BEACH
N-S Direction: JAMBOREE ROAD
E-W Direction: EASTBLUFF DRIVE
Groups Printed- Turning Movements
JAMBOREE ROAD
Southbound
UNIVERSITY DRIVE
Westbound
JAMBOREE ROAD
Northbound
EASTBLUFF DRIVE
Eastbound
Start Time Right Thru Left U turns Right Thru Left U turns Right Thru Left U turns Right Thru Left Int. Total 07:00 52 332 10 0 21 13 31 0 25 188 0 0 3 14 60 749
07:15 89 342 17 0 29 27 35 0 25 231 4 1 4 17 62 883
07:30 135 401 21 1 38 61 35 0 61 257 30 0 7 25 102 1174 07:45 97 397 26 0 38 46 52 0 63 298 33 2 24 34 130 1240 Total 373 1472 74 1 126 147 153 0 174 974 67 3 38 90 354 4046 08:00 92 345 23 1 44 20 64 0 43 345 7 4 7 29 113 1137
08:15 76 365 23 0 50 20 70 2 52 331 10 1 6 15 85 1106
08:30 59 416 29 1 34 22 47 0 36 318 2 0 5 37 99 1105
08:45 67 422 35 1 44 10 59 0 34 307 1 2 3 20 91 1096
Total 294 1548 110 3 172 72 240 2 165 1301 20 7 21 101 388 4444 16:30 75 262 22 0 28 21 36 0 63 309 8 1 2 23 56 906
16:45 122 372 34 0 37 30 54 0 48 385 10 3 5 18 48 1166
Total 197 634 56 0 65 51 90 0 111 694 18 4 7 41 104 2072 17:00 83 319 36 0 35 28 59 1 53 355 12 6 4 22 68 1081
17:15 132 443 43 0 27 27 55 1 58 386 5 1 5 22 51 1256
17:30 86 351 28 1 37 26 68 0 48 372 7 2 7 28 48 1109
17:45 86 402 53 1 33 18 62 0 45 338 6 1 2 25 58 1130
Total 387 1515 160 2 132 99 244 2 204 1451 30 10 18 97 225 4576 18:00 97 349 45 1 42 20 60 1 48 314 7 0 6 22 54 1066
18:15 75 319 45 3 37 20 54 0 53 311 7 3 0 19 46 992
Grand Total 1423 5837 490 10 574 409 841 5 755 5045 149 27 90 370 1171 17196 Apprch % 18.3 75.2 6.3 0.1 31.4 22.4 46 0.3 12.6 84.4 2.5 0.5 5.5 22.7 71.8 Total % 8.3 33.9 2.8 0.1 3.3 2.4 4.9 0 4.4 29.3 0.9 0.2 0.5 2.2 6.8 Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 44
15-164
File Name : H1901022
Site Code : 00000000
Start Date : 2/27/2019
Page No : 2
JAMBOREE ROAD
Southbound
UNIVERSITY DRIVE
Westbound
JAMBOREE ROAD
Northbound
EASTBLUFF DRIVE
Eastbound
Start Time Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
App. Total Int. Total
Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30
07:30 135 401 21 1 558 38 61 35 0 134 61 257 30 0 348 7 25 102 134 1174 07:45 97 397 26 0 520 38 46 52 0 136 63 298 33 2 396 24 34 130 188 1240 08:00 92 345 23 1 461 44 20 64 0 128 43 345 7 4 399 7 29 113 149 1137 08:15 76 365 23 0 464 50 20 70 2 142 52 331 10 1 394 6 15 85 106 1106 Total Volume 400 1508 93 2 2003 170 147 221 2 540 219 1231 80 7 1537 44 103 430 577 4657 % App. Total 20 75.3 4.6 0.1 31.5 27.2 40.9 0.4 14.2 80.1 5.2 0.5 7.6 17.9 74.5 PHF .741 .940 .894 .500 .897 .850 .602 .789 .250 .951 .869 .892 .606 .438 .963 .458 .757 .827 .767 .939
JAMBOREE ROAD
EASTBLUFF DRIVE
UNIVERSITY DRIVE
JAMBOREE ROAD
Right
400
Thru
1508
Left
93 U
turns
2 InOut Total
1831 2003 3834
Right
170
Thru
147
Left
221
U
turns
2 OutTotal In
415 540 955
Left
80 Thru
1231
Right
219
U
turns
7 Out TotalIn
1773 1537 3310
Left
430
Thru
103
Right
44 TotalOut In
627 577 1204
Peak Hour Begins at 07:30
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 45
15-165
File Name : H1901022
Site Code : 00000000
Start Date : 2/27/2019
Page No : 3
JAMBOREE ROAD
Southbound
UNIVERSITY DRIVE
Westbound
JAMBOREE ROAD
Northbound
EASTBLUFF DRIVE
Eastbound
Start Time Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
U turns App. Total Right Thru Left
App. Total Int. Total
Peak Hour Analysis From 16:30 to 18:15 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 122 372 34 0 528 37 30 54 0 121 48 385 10 3 446 5 18 48 71 1166 17:00 83 319 36 0 438 35 28 59 1 123 53 355 12 6 426 4 22 68 94 1081 17:15 132 443 43 0 618 27 27 55 1 110 58 386 5 1 450 5 22 51 78 1256 17:30 86 351 28 1 466 37 26 68 0 131 48 372 7 2 429 7 28 48 83 1109 Total Volume 423 1485 141 1 2050 136 111 236 2 485 207 1498 34 12 1751 21 90 215 326 4612 % App. Total 20.6 72.4 6.9 0 28 22.9 48.7 0.4 11.8 85.6 1.9 0.7 6.4 27.6 66 PHF .801 .838 .820 .250 .829 .919 .925 .868 .500 .926 .892 .970 .708 .500 .973 .750 .804 .790 .867 .918
JAMBOREE ROAD
EASTBLUFF DRIVE
UNIVERSITY DRIVE
JAMBOREE ROAD
Right
423
Thru
1485
Left
141
U
turns
1 InOut Total
1849 2050 3899
Right
136
Thru
111
Left
236
U
turns
2 OutTotal In
438 485 923
Left
34 Thru
1498
Right
207
U
turns
12 Out TotalIn
1742 1751 3493
Left
215
Thru
90 Right
21 TotalOut In
568 326 894
Peak Hour Begins at 16:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Apx - 46
15-166
APPENDIX C
LEVEL OF SERVICE WORKSHEETS
Apx - 47
15-167
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.
Apx - 48
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EXISTING
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Default Scenario Thu Nov 11, 2021 18:38:57 Page 4-1 -------------------------------------------------------------------------------- Picerne Residential (1300 Bristol Street North)
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-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Campus Dr (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.540 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 0 0 0 4 0 3 0 0 0 0 0 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 482 1605 0 0 275 240 0 0 0 208 1077 238 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: 482 1605 0 0 275 240 0 0 0 208 1077 238 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: 482 1605 0 0 275 240 0 0 0 208 1077 238 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 482 1605 0 0 275 240 0 0 0 208 1077 238 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: 482 1605 0 0 275 240 0 0 0 208 1077 238 ------------|---------------||---------------||---------------||---------------| 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 3.00 0.00 0.00 4.00 3.00 0.00 0.00 0.00 1.00 3.28 0.72 Final Sat.: 3200 4800 0 0 6400 4800 0 0 0 1600 5242 1158 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.15 0.33 0.00 0.00 0.04 0.05 0.00 0.00 0.00 0.13 0.21 0.21 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Campus Dr/Irvine Ave (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.673 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 4 1 0 1 0 3 0 0 1 1 2 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 1103 282 96 378 0 980 1818 464 0 0 0 Growth Adj: 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1125 288 96 378 0 980 1818 464 0 0 0 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: 0 1125 288 96 378 0 980 1818 464 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1125 288 96 378 0 980 1818 464 0 0 0 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: 0 1125 288 96 378 0 980 1818 464 0 0 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 4.00 1.00 1.00 3.00 0.00 1.40 2.60 2.00 0.00 0.00 0.00 Final Sat.: 0 6400 1600 1600 4800 0 2242 4158 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.18 0.18 0.06 0.08 0.00 0.44 0.44 0.15 0.00 0.00 0.00 Crit Moves: **** **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Birch St (NS) at Bristol St North (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.643 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 1 2 0 0 0 0 0 1 1 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 96 1051 0 0 103 98 0 0 0 387 1306 203 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: 96 1051 0 0 103 98 0 0 0 387 1306 203 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: 96 1051 0 0 103 98 0 0 0 387 1306 203 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 96 1051 0 0 103 98 0 0 0 387 1306 203 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: 96 1051 0 0 103 98 0 0 0 387 1306 203 ------------|---------------||---------------||---------------||---------------| 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 2.00 0.00 0.00 2.00 2.00 0.00 0.00 0.00 1.00 3.60 0.40 Final Sat.: 3200 3200 0 0 3200 3200 0 0 0 1600 5754 646 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.33 0.00 0.00 0.03 0.03 0.00 0.00 0.00 0.24 0.23 0.31 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Birch St (NS) at Bristol St South (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.479 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 1 2 0 2 0 0 1 1 2 1 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 385 381 165 326 0 755 1213 209 0 0 0 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: 0 385 381 165 326 0 755 1213 209 0 0 0 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: 0 385 381 165 326 0 755 1213 209 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 385 381 165 326 0 755 1213 209 0 0 0 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: 0 385 381 165 326 0 755 1213 209 0 0 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 2.01 1.99 2.00 2.00 0.00 1.53 3.03 0.44 0.00 0.00 0.00 Final Sat.: 0 3217 3183 3200 3200 0 2455 4839 705 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.12 0.12 0.05 0.10 0.00 0.31 0.25 0.30 0.00 0.00 0.00 Crit Moves: **** **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 MacArthur Blvd (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.479 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 4 0 1 1 0 4 0 1 2 0 2 1 0 2 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 54 575 74 318 853 207 460 759 71 39 164 71 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 55 587 75 324 870 211 460 759 71 39 164 71 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 55 587 75 324 870 211 460 759 71 39 164 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 55 587 75 324 870 211 460 759 71 39 164 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 55 587 75 324 870 211 460 759 71 39 164 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: 1.00 4.00 1.00 1.00 4.00 1.00 2.00 2.74 0.26 2.00 3.00 1.00 Final Sat.: 1600 6400 1600 1600 6400 1600 3200 4389 411 3200 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.09 0.05 0.20 0.14 0.13 0.14 0.17 0.17 0.01 0.03 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 MacArthur Blvd (NS) at Birch St (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.363 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Lanes: 1 0 3 0 1 1 0 3 1 0 1 1 0 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 33 619 79 82 664 164 84 319 64 27 116 55 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 34 631 81 84 677 167 84 319 64 27 116 55 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: 34 631 81 84 677 167 84 319 64 27 116 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 34 631 81 84 677 167 84 319 64 27 116 55 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: 34 631 81 84 677 167 84 319 64 27 116 55 ------------|---------------||---------------||---------------||---------------| 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 3.21 0.79 1.00 1.59 0.41 1.00 1.36 0.64 Final Sat.: 1600 4800 1600 1600 5132 1268 1600 2546 654 1600 2171 1029 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.13 0.05 0.05 0.13 0.13 0.05 0.13 0.10 0.02 0.05 0.05 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 MacArthur Blvd (NS) at Von Karman Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.553 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 3 0 1 1 0 1 1 0 2 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 46 807 685 51 415 123 17 72 32 165 96 20 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 47 823 699 52 423 125 17 72 32 165 96 20 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: 47 823 699 52 423 125 17 72 32 165 96 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 47 823 699 52 423 125 17 72 32 165 96 20 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: 47 823 699 52 423 125 17 72 32 165 96 20 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 1.38 0.62 2.00 0.83 0.17 Final Sat.: 1600 4800 1600 1600 4800 1600 1600 2215 985 3200 1324 276 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.17 0.44 0.03 0.09 0.08 0.01 0.03 0.03 0.05 0.07 0.07 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 MacArthur Blvd (NS) at Jamboree Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.586 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Ovl Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 2 0 3 1 0 3 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 174 904 538 64 384 260 430 1007 179 324 728 201 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 177 922 549 65 392 265 439 1027 183 330 743 205 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: 177 922 549 65 392 0 439 1027 183 330 743 205 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 177 922 549 65 392 0 439 1027 183 330 743 205 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: 177 922 549 65 392 0 439 1027 183 330 743 205 OvlAdjVol: 439
------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 2.00 3.00 1.00 2.00 3.40 0.60 3.00 3.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 3200 5434 966 4800 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.19 0.34 0.02 0.08 0.00 0.14 0.19 0.19 0.07 0.15 0.13 OvlAdjV/S: 0.27
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 MacArthur Blvd (NS) at Bison Ave (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.675 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Ignore Ovl Ignore Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 1 2 0 4 0 1 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 262 2282 134 43 2274 218 214 222 199 497 237 80 Growth Adj: 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 270 2350 138 44 2342 225 214 222 199 497 237 80 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 270 2350 0 44 2342 225 214 222 0 497 237 80 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 270 2350 0 44 2342 225 214 222 0 497 237 80 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 270 2350 0 44 2342 225 214 222 0 497 237 80 OvlAdjVol: 118 58 ------------|---------------||---------------||---------------||---------------| 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 4.00 1.00 2.00 4.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 6400 1600 3200 6400 1600 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.08 0.37 0.00 0.01 0.37 0.14 0.07 0.07 0.00 0.16 0.07 0.05 OvlAdjV/S: 0.07 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Jamboree Dr (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.602 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 1 0 2 0 2 1 0 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 108 1119 196 162 1764 137 73 197 50 327 283 100 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 110 1141 200 165 1799 140 73 197 50 327 283 100 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: 110 1141 200 165 1799 140 73 197 0 327 283 100 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 110 1141 200 165 1799 140 73 197 0 327 283 100 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: 110 1141 200 165 1799 140 73 197 0 327 283 100 ------------|---------------||---------------||---------------||---------------| 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 3.40 0.60 2.00 2.78 0.22 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 5446 954 3200 4454 346 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.21 0.21 0.05 0.40 0.40 0.02 0.06 0.00 0.10 0.09 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Jamboree Rd (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.369 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 1 1 0 0 3 1 1 0 0 0 0 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 714 1632 756 0 705 405 0 0 0 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 728 1665 771 0 719 413 0 0 0 0 0 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 728 1665 0 0 719 413 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 728 1665 0 0 719 413 0 0 0 0 0 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 728 1665 0 0 719 413 0 0 0 0 0 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: 2.00 3.00 1.00 0.00 3.18 1.82 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 3200 4800 1600 0 5081 2919 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.23 0.35 0.00 0.00 0.14 0.14 0.00 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Rd (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.674 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Permitted Protected Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 4 1 0 0 0 4 0 0 1 1 1 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 1838 21 0 690 0 1228 527 1398 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1875 21 0 704 0 1228 527 1398 0 0 0 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: 0 1875 21 0 704 0 1228 527 1398 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1875 21 0 704 0 1228 527 1398 0 0 0 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: 0 1875 21 0 704 0 1228 527 1398 0 0 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 4.94 0.06 0.00 4.00 0.00 2.00 1.00 2.00 0.00 0.00 0.00 Final Sat.: 0 7910 90 0 6400 0 3200 1600 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.24 0.24 0.00 0.11 0.00 0.38 0.33 0.44 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #13 Jamboree Rd (NS) at Eastbluff Dr/University Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.620 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 0 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 87 1231 219 95 1508 400 430 103 44 223 147 170 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 89 1256 223 97 1538 408 430 103 44 223 147 170 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 89 1256 223 97 1538 408 430 103 44 223 147 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 89 1256 223 97 1538 408 430 103 44 223 147 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 89 1256 223 97 1538 408 430 103 44 223 147 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: 1.00 3.00 1.00 2.00 3.00 1.00 1.61 0.39 1.00 1.81 1.19 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 2582 618 1600 2893 1907 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.26 0.14 0.03 0.32 0.26 0.17 0.17 0.03 0.08 0.08 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Campus Dr (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.677 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 0 0 0 4 0 3 0 0 0 0 0 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 437 696 0 0 1012 1160 0 0 0 267 1803 111 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: 437 696 0 0 1012 1160 0 0 0 267 1803 111 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: 437 696 0 0 1012 1160 0 0 0 267 1803 111 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 437 696 0 0 1012 1160 0 0 0 267 1803 111 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: 437 696 0 0 1012 1160 0 0 0 267 1803 111 ------------|---------------||---------------||---------------||---------------| 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 3.00 0.00 0.00 4.00 3.00 0.00 0.00 0.00 1.00 3.77 0.23 Final Sat.: 3200 4800 0 0 6400 4800 0 0 0 1600 6029 371 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.14 0.15 0.00 0.00 0.16 0.24 0.00 0.00 0.00 0.17 0.30 0.30 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #2 Campus Dr/Irvine Ave (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.520 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Lanes: 0 0 4 1 0 1 0 3 0 0 1 1 2 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 663 256 206 1064 0 460 1001 556 0 0 0 Growth Adj: 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 676 261 206 1064 0 460 1001 556 0 0 0 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: 0 676 261 206 1064 0 460 1001 556 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 676 261 206 1064 0 460 1001 556 0 0 0 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: 0 676 261 206 1064 0 460 1001 556 0 0 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 4.00 1.00 1.00 3.00 0.00 1.26 2.74 2.00 0.00 0.00 0.00 Final Sat.: 0 6400 1600 1600 4800 0 2015 4385 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.11 0.16 0.13 0.22 0.00 0.23 0.23 0.17 0.00 0.00 0.00 Crit Moves: **** **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #3 Birch St (NS) at Bristol St North (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.549 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 1 2 0 0 0 0 0 1 1 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 142 358 0 0 443 661 0 0 0 458 1477 119 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: 142 358 0 0 443 661 0 0 0 458 1477 119 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: 142 358 0 0 443 661 0 0 0 458 1477 119 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 142 358 0 0 443 661 0 0 0 458 1477 119 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: 142 358 0 0 443 661 0 0 0 458 1477 119 ------------|---------------||---------------||---------------||---------------| 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 2.00 0.00 0.00 1.61 2.39 0.00 0.00 0.00 1.00 3.78 0.22 Final Sat.: 3200 3200 0 0 2568 3832 0 0 0 1600 6042 358 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.04 0.11 0.00 0.00 0.17 0.17 0.00 0.00 0.00 0.29 0.24 0.33 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Birch St (NS) at Bristol St South (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.483 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 1 2 0 2 0 0 1 1 2 1 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 168 319 245 725 0 258 1117 112 0 0 0 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: 0 168 319 245 725 0 258 1117 112 0 0 0 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: 0 168 319 245 725 0 258 1117 112 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 168 319 245 725 0 258 1117 112 0 0 0 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: 0 168 319 245 725 0 258 1117 112 0 0 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 2.00 2.00 2.00 2.00 0.00 1.00 3.73 0.27 0.00 0.00 0.00 Final Sat.: 0 3200 3200 3200 3200 0 1600 5963 437 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.05 0.10 0.08 0.23 0.00 0.16 0.19 0.26 0.00 0.00 0.00 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #5 MacArthur Blvd (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.811 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: D ******************************************************************************** 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 Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 4 0 1 1 0 4 0 1 2 0 2 1 0 2 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 202 1076 51 155 934 577 315 319 64 78 1038 209 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 206 1098 52 158 953 589 315 319 64 78 1038 209 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 206 1098 52 158 953 589 315 319 64 78 1038 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 206 1098 52 158 953 589 315 319 64 78 1038 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 206 1098 52 158 953 589 315 319 64 78 1038 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: 1.00 4.00 1.00 1.00 4.00 1.00 2.00 2.50 0.50 2.00 3.00 1.00 Final Sat.: 1600 6400 1600 1600 6400 1600 3200 3998 802 3200 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.13 0.17 0.03 0.10 0.15 0.37 0.10 0.08 0.08 0.02 0.22 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #6 MacArthur Blvd (NS) at Birch St (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.591 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Lanes: 1 0 3 0 1 1 0 3 1 0 1 1 0 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 119 857 31 48 858 165 304 277 42 109 500 210 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 121 874 32 49 875 168 304 277 42 109 500 210 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: 121 874 32 49 875 168 304 277 42 109 500 210 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 121 874 32 49 875 168 304 277 42 109 500 210 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: 121 874 32 49 875 168 304 277 42 109 500 210 ------------|---------------||---------------||---------------||---------------| 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 3.35 0.65 1.47 1.33 0.20 1.00 1.41 0.59 Final Sat.: 1600 4800 1600 1600 5368 1032 2345 2132 323 1600 2254 946 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.08 0.18 0.02 0.03 0.16 0.16 0.13 0.13 0.13 0.07 0.22 0.22 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #7 MacArthur Blvd (NS) at Von Karman Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.517 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 3 0 1 1 0 1 1 0 2 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 37 794 273 56 908 47 98 141 194 612 89 89 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 38 810 278 57 926 48 98 141 194 612 89 89 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: 38 810 278 57 926 48 98 141 194 612 89 89 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 38 810 278 57 926 48 98 141 194 612 89 89 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: 38 810 278 57 926 48 98 141 194 612 89 89 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 1.00 1.00 2.00 0.50 0.50 Final Sat.: 1600 4800 1600 1600 4800 1600 1600 1600 1600 3200 800 800 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.17 0.17 0.04 0.19 0.03 0.06 0.09 0.12 0.19 0.11 0.11 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #8 MacArthur Blvd (NS) at Jamboree Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.678 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Ovl Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 2 0 3 1 0 3 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 258 664 312 151 1439 387 248 939 50 452 994 198 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 263 677 318 154 1468 395 253 958 51 461 1014 202 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: 263 677 318 154 1468 0 253 958 51 461 1014 202 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 263 677 318 154 1468 0 253 958 51 461 1014 202 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: 263 677 318 154 1468 0 253 958 51 461 1014 202 OvlAdjVol: 165
------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 2.00 3.00 1.00 2.00 3.80 0.20 3.00 3.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 3200 6076 324 4800 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.08 0.14 0.20 0.05 0.31 0.00 0.08 0.16 0.16 0.10 0.21 0.13 OvlAdjV/S: 0.10
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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Existing
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #9 MacArthur Blvd (NS) at Bison Ave (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.586 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Ignore Ovl Ignore Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 1 2 0 4 0 1 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 142 2315 140 157 2450 226 188 210 205 257 215 109 Growth Adj: 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 146 2384 144 162 2524 233 188 210 205 257 215 109 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 146 2384 0 162 2524 233 188 210 0 257 215 109 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 146 2384 0 162 2524 233 188 210 0 257 215 109 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 146 2384 0 162 2524 233 188 210 0 257 215 109 OvlAdjVol: 139 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 4.00 1.00 2.00 4.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 6400 1600 3200 6400 1600 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.37 0.00 0.05 0.39 0.15 0.06 0.07 0.00 0.08 0.07 0.07 OvlAdjV/S: 0.09 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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Existing
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ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #10 Jamboree Dr (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.612 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 1 0 2 0 2 1 0 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 73 1141 482 183 1343 143 175 586 192 202 334 152 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 74 1164 492 187 1370 146 175 586 192 202 334 152 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: 74 1164 492 187 1370 146 175 586 0 202 334 152 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 74 1164 492 187 1370 146 175 586 0 202 334 152 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: 74 1164 492 187 1370 146 175 586 0 202 334 152 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 2.00 2.71 0.29 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4338 462 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.24 0.31 0.06 0.32 0.32 0.05 0.18 0.00 0.06 0.10 0.10 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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Existing
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #11 Jamboree Rd (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.468 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 1 1 0 0 3 1 1 0 0 0 0 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 728 1470 828 0 898 741 0 0 0 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 743 1499 845 0 916 756 0 0 0 0 0 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 743 1499 0 0 916 756 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 743 1499 0 0 916 756 0 0 0 0 0 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 743 1499 0 0 916 756 0 0 0 0 0 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: 2.00 3.00 1.00 0.00 3.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 3200 4800 1600 0 4800 3200 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.23 0.31 0.00 0.00 0.19 0.24 0.00 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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Existing
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-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Rd (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.621 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Permitted Protected Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 4 1 0 0 0 4 0 0 1 1 1 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 1820 76 0 964 0 961 860 1029 0 0 0 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1856 78 0 983 0 961 860 1029 0 0 0 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: 0 1856 78 0 983 0 961 860 1029 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1856 78 0 983 0 961 860 1029 0 0 0 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: 0 1856 78 0 983 0 961 860 1029 0 0 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 4.80 0.20 0.00 4.00 0.00 1.58 1.42 2.00 0.00 0.00 0.00 Final Sat.: 0 7679 321 0 6400 0 2533 2267 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.24 0.24 0.00 0.15 0.00 0.38 0.38 0.32 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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Existing
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-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #13 Jamboree Rd (NS) at Eastbluff Dr/University Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.533 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 0 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 46 1498 207 142 1485 423 215 90 21 238 111 136 Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 47 1528 211 145 1515 431 215 90 21 238 111 136 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 47 1528 211 145 1515 431 215 90 21 238 111 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 47 1528 211 145 1515 431 215 90 21 238 111 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 47 1528 211 145 1515 431 215 90 21 238 111 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: 1.00 3.00 1.00 2.00 3.00 1.00 1.41 0.59 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 2256 944 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.32 0.13 0.05 0.32 0.27 0.10 0.10 0.01 0.07 0.07 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO YEAR 2026 WITHOUT PROJECT
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TPO 2026 Without Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Campus Dr (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.558 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 0 0 0 4 0 3 0 0 0 0 0 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 482 1605 0 0 275 240 0 0 0 208 1077 238 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: 482 1605 0 0 275 240 0 0 0 208 1077 238 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 7 0 0 7 0 0 0 0 18 104 0 Initial Fut: 482 1612 0 0 282 240 0 0 0 226 1181 238 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: 482 1612 0 0 282 240 0 0 0 226 1181 238 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 482 1612 0 0 282 240 0 0 0 226 1181 238 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: 482 1612 0 0 282 240 0 0 0 226 1181 238 ------------|---------------||---------------||---------------||---------------| 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 3.00 0.00 0.00 4.00 3.00 0.00 0.00 0.00 1.00 3.33 0.67 Final Sat.: 3200 4800 0 0 6400 4800 0 0 0 1600 5327 1073 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.15 0.34 0.00 0.00 0.04 0.05 0.00 0.00 0.00 0.14 0.22 0.22 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 Without Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Campus Dr/Irvine Ave (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.689 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 4 1 0 1 0 3 0 0 1 1 2 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 1103 282 96 378 0 980 1818 464 0 0 0 Growth Adj: 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1180 302 96 378 0 980 1818 464 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 2 2 0 25 0 5 6 0 0 0 0 Initial Fut: 0 1182 304 96 403 0 985 1824 464 0 0 0 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: 0 1182 304 96 403 0 985 1824 464 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1182 304 96 403 0 985 1824 464 0 0 0 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: 0 1182 304 96 403 0 985 1824 464 0 0 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 4.00 1.00 1.00 3.00 0.00 1.40 2.60 2.00 0.00 0.00 0.00 Final Sat.: 0 6400 1600 1600 4800 0 2244 4156 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.18 0.19 0.06 0.08 0.00 0.44 0.44 0.15 0.00 0.00 0.00 Crit Moves: **** **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 Without Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Birch St (NS) at Bristol St North (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.665 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 1 2 0 0 0 0 0 1 1 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 96 1051 0 0 103 98 0 0 0 387 1306 203 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: 96 1051 0 0 103 98 0 0 0 387 1306 203 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 2 3 0 0 16 23 0 0 0 11 98 3 Initial Fut: 98 1054 0 0 119 121 0 0 0 398 1404 206 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: 98 1054 0 0 119 121 0 0 0 398 1404 206 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 1054 0 0 119 121 0 0 0 398 1404 206 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: 98 1054 0 0 119 121 0 0 0 398 1404 206 ------------|---------------||---------------||---------------||---------------| 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 2.00 0.00 0.00 1.98 2.02 0.00 0.00 0.00 1.00 3.62 0.38 Final Sat.: 3200 3200 0 0 3173 3227 0 0 0 1600 5786 614 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.33 0.00 0.00 0.04 0.04 0.00 0.00 0.00 0.25 0.24 0.34 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Birch St (NS) at Bristol St South (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.483 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 1 2 0 2 0 0 1 1 2 1 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 385 381 165 326 0 755 1213 209 0 0 0 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: 0 385 381 165 326 0 755 1213 209 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 5 3 8 19 0 0 0 6 0 0 0 Initial Fut: 0 390 384 173 345 0 755 1213 215 0 0 0 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: 0 390 384 173 345 0 755 1213 215 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 390 384 173 345 0 755 1213 215 0 0 0 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: 0 390 384 173 345 0 755 1213 215 0 0 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 2.02 1.98 2.00 2.00 0.00 1.53 3.02 0.45 0.00 0.00 0.00 Final Sat.: 0 3225 3175 3200 3200 0 2455 4822 723 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.12 0.12 0.05 0.11 0.00 0.31 0.25 0.30 0.00 0.00 0.00 Crit Moves: **** **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 MacArthur Blvd (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.510 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 4 0 1 1 0 4 0 1 2 0 2 1 0 2 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 54 575 74 318 853 207 460 759 71 39 164 71 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 615 79 340 913 221 460 759 71 39 164 71 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 92 0 2 40 0 0 0 0 0 0 7 Initial Fut: 58 707 79 342 953 221 460 759 71 39 164 78 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 58 707 79 342 953 221 460 759 71 39 164 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 58 707 79 342 953 221 460 759 71 39 164 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 58 707 79 342 953 221 460 759 71 39 164 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: 1.00 4.00 1.00 1.00 4.00 1.00 2.00 2.74 0.26 2.00 3.00 1.00 Final Sat.: 1600 6400 1600 1600 6400 1600 3200 4389 411 3200 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.04 0.11 0.05 0.21 0.15 0.14 0.14 0.17 0.17 0.01 0.03 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 MacArthur Blvd (NS) at Birch St (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.407 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Lanes: 1 0 3 0 1 1 0 3 1 0 1 1 0 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 33 619 79 82 664 164 84 319 64 27 116 55 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 35 662 85 88 710 175 84 319 64 27 116 55 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 27 0 12 31 3 28 11 0 0 17 50 Initial Fut: 35 689 85 100 741 178 112 330 64 27 133 105 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: 35 689 85 100 741 178 112 330 64 27 133 105 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 689 85 100 741 178 112 330 64 27 133 105 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: 35 689 85 100 741 178 112 330 64 27 133 105 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 3.22 0.78 1.00 1.62 0.38 1.00 1.12 0.88 Final Sat.: 1600 4800 1600 1600 5158 1242 1600 2596 604 1600 1788 1412 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.14 0.05 0.06 0.14 0.14 0.07 0.13 0.11 0.02 0.07 0.07 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 MacArthur Blvd (NS) at Von Karman Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.585 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 3 0 1 1 0 1 1 0 2 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 46 807 685 51 415 123 17 72 32 165 96 20 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 49 863 733 55 444 132 17 72 32 165 96 20 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 32 6 0 39 0 0 0 0 16 0 0 Initial Fut: 49 895 739 55 483 132 17 72 32 181 96 20 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: 49 895 739 55 483 132 17 72 32 181 96 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 895 739 55 483 132 17 72 32 181 96 20 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: 49 895 739 55 483 132 17 72 32 181 96 20 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 1.38 0.62 2.00 0.83 0.17 Final Sat.: 1600 4800 1600 1600 4800 1600 1600 2215 985 3200 1324 276 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.19 0.46 0.03 0.10 0.08 0.01 0.03 0.03 0.06 0.07 0.07 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 MacArthur Blvd (NS) at Jamboree Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.645 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Ovl Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 2 0 3 1 0 3 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 174 904 538 64 384 260 430 1007 179 324 728 201 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 Initial Bse: 186 967 576 68 411 278 460 1077 192 347 779 215 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 12 7 7 30 18 9 32 0 52 151 21 Initial Fut: 186 979 583 75 441 296 469 1109 192 399 930 236 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: 186 979 583 75 441 0 469 1109 192 399 930 236 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 186 979 583 75 441 0 469 1109 192 399 930 236 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: 186 979 583 75 441 0 469 1109 192 399 930 236 OvlAdjVol: 450
------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 2.00 3.00 1.00 2.00 3.41 0.59 3.00 3.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 3200 5458 942 4800 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.20 0.36 0.02 0.09 0.00 0.15 0.20 0.20 0.08 0.19 0.15 OvlAdjV/S: 0.28
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 MacArthur Blvd (NS) at Bison Ave (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.711 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Protected Rights: Ignore Ovl Ignore Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 1 2 0 4 0 1 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 262 2282 134 43 2274 218 214 222 199 497 237 80 Growth Adj: 1.08 1.08 1.08 1.08 1.08 1.08 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 283 2465 145 46 2456 235 214 222 199 497 237 80 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 1 21 8 0 49 2 2 5 1 16 1 0 Initial Fut: 284 2486 153 46 2505 237 216 227 200 513 238 80 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 284 2486 0 46 2505 237 216 227 0 513 238 80 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 284 2486 0 46 2505 237 216 227 0 513 238 80 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 284 2486 0 46 2505 237 216 227 0 513 238 80 OvlAdjVol: 129 57 ------------|---------------||---------------||---------------||---------------| 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 4.00 1.00 2.00 4.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 6400 1600 3200 6400 1600 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.09 0.39 0.00 0.01 0.39 0.15 0.07 0.07 0.00 0.16 0.07 0.05 OvlAdjV/S: 0.08 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Jamboree Dr (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.636 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 1 0 2 0 2 1 0 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 108 1119 196 162 1764 137 73 197 50 327 283 100 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 116 1197 210 173 1887 147 73 197 50 327 283 100 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 18 116 10 0 27 1 2 0 4 2 0 0 Initial Fut: 134 1313 220 173 1914 148 75 197 54 329 283 100 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: 134 1313 220 173 1914 148 75 197 0 329 283 100 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 134 1313 220 173 1914 148 75 197 0 329 283 100 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: 134 1313 220 173 1914 148 75 197 0 329 283 100 ------------|---------------||---------------||---------------||---------------| 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 3.43 0.57 2.00 2.79 0.21 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 5483 917 3200 4456 344 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.04 0.24 0.24 0.05 0.43 0.43 0.02 0.06 0.00 0.10 0.09 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Jamboree Rd (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.410 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 1 1 0 0 3 1 1 0 0 0 0 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 714 1632 756 0 705 405 0 0 0 0 0 0 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 764 1746 809 0 754 433 0 0 0 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 7 34 17 0 69 99 0 0 0 0 0 0 Initial Fut: 771 1780 826 0 823 532 0 0 0 0 0 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 771 1780 0 0 823 532 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 771 1780 0 0 823 532 0 0 0 0 0 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 771 1780 0 0 823 532 0 0 0 0 0 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: 2.00 3.00 1.00 0.00 3.04 1.96 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 3200 4800 1600 0 4859 3141 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.24 0.37 0.00 0.00 0.17 0.17 0.00 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Rd (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.699 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Permitted Protected Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 4 1 0 0 0 4 0 0 1 1 1 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 1838 21 0 690 0 1228 527 1398 0 0 0 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1967 22 0 738 0 1228 527 1398 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 36 0 0 69 0 20 9 29 0 0 0 Initial Fut: 0 2003 22 0 807 0 1248 536 1427 0 0 0 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: 0 2003 22 0 807 0 1248 536 1427 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 2003 22 0 807 0 1248 536 1427 0 0 0 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: 0 2003 22 0 807 0 1248 536 1427 0 0 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 4.94 0.06 0.00 4.00 0.00 2.00 1.00 2.00 0.00 0.00 0.00 Final Sat.: 0 7911 89 0 6400 0 3200 1600 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.25 0.25 0.00 0.13 0.00 0.39 0.34 0.45 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Jamboree Rd (NS) at Eastbluff Dr/University Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.658 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 0 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 87 1231 219 95 1508 400 430 103 44 223 147 170 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 93 1317 234 102 1614 428 430 103 44 223 147 170 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 42 4 0 96 0 0 0 0 0 0 0 Initial Fut: 93 1359 238 102 1710 428 430 103 44 223 147 170 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 93 1359 238 102 1710 428 430 103 44 223 147 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 93 1359 238 102 1710 428 430 103 44 223 147 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 93 1359 238 102 1710 428 430 103 44 223 147 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: 1.00 3.00 1.00 2.00 3.00 1.00 1.61 0.39 1.00 1.81 1.19 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 2582 618 1600 2893 1907 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.28 0.15 0.03 0.36 0.27 0.17 0.17 0.03 0.08 0.08 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Campus Dr (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.686 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 0 0 0 4 0 3 0 0 0 0 0 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 437 696 0 0 1012 1160 0 0 0 267 1803 111 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: 437 696 0 0 1012 1160 0 0 0 267 1803 111 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 14 0 0 4 0 0 0 0 7 55 0 Initial Fut: 437 710 0 0 1016 1160 0 0 0 274 1858 111 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: 437 710 0 0 1016 1160 0 0 0 274 1858 111 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 437 710 0 0 1016 1160 0 0 0 274 1858 111 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: 437 710 0 0 1016 1160 0 0 0 274 1858 111 ------------|---------------||---------------||---------------||---------------| 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 3.00 0.00 0.00 4.00 3.00 0.00 0.00 0.00 1.00 3.77 0.23 Final Sat.: 3200 4800 0 0 6400 4800 0 0 0 1600 6039 361 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.14 0.15 0.00 0.00 0.16 0.24 0.00 0.00 0.00 0.17 0.31 0.31 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Campus Dr/Irvine Ave (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.542 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Lanes: 0 0 4 1 0 1 0 3 0 0 1 1 2 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 663 256 206 1064 0 460 1001 556 0 0 0 Growth Adj: 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 709 274 206 1064 0 460 1001 556 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 4 19 0 11 0 10 4 0 0 0 0 Initial Fut: 0 713 293 206 1075 0 470 1005 556 0 0 0 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: 0 713 293 206 1075 0 470 1005 556 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 713 293 206 1075 0 470 1005 556 0 0 0 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: 0 713 293 206 1075 0 470 1005 556 0 0 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 4.00 1.00 1.00 3.00 0.00 1.27 2.73 2.00 0.00 0.00 0.00 Final Sat.: 0 6400 1600 1600 4800 0 2039 4361 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.11 0.18 0.13 0.22 0.00 0.23 0.23 0.17 0.00 0.00 0.00 Crit Moves: **** **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Birch St (NS) at Bristol St North (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.566 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 1 2 0 0 0 0 0 1 1 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 142 358 0 0 443 661 0 0 0 458 1477 119 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: 142 358 0 0 443 661 0 0 0 458 1477 119 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 8 11 0 0 8 10 0 0 0 6 49 4 Initial Fut: 150 369 0 0 451 671 0 0 0 464 1526 123 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: 150 369 0 0 451 671 0 0 0 464 1526 123 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 150 369 0 0 451 671 0 0 0 464 1526 123 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: 150 369 0 0 451 671 0 0 0 464 1526 123 ------------|---------------||---------------||---------------||---------------| 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 2.00 0.00 0.00 1.61 2.39 0.00 0.00 0.00 1.00 3.78 0.22 Final Sat.: 3200 3200 0 0 2573 3827 0 0 0 1600 6042 358 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.12 0.00 0.00 0.18 0.18 0.00 0.00 0.00 0.29 0.25 0.34 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Birch St (NS) at Bristol St South (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.490 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 1 2 0 2 0 0 1 1 2 1 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 168 319 245 725 0 258 1117 112 0 0 0 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: 0 168 319 245 725 0 258 1117 112 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 19 18 3 10 0 0 18 4 0 0 0 Initial Fut: 0 187 337 248 735 0 258 1135 116 0 0 0 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: 0 187 337 248 735 0 258 1135 116 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 187 337 248 735 0 258 1135 116 0 0 0 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: 0 187 337 248 735 0 258 1135 116 0 0 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 2.00 2.00 2.00 2.00 0.00 1.00 3.72 0.28 0.00 0.00 0.00 Final Sat.: 0 3200 3200 3200 3200 0 1600 5955 445 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.06 0.11 0.08 0.23 0.00 0.16 0.19 0.26 0.00 0.00 0.00 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 MacArthur Blvd (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.836 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: D ******************************************************************************** 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 Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 4 0 1 1 0 4 0 1 2 0 2 1 0 2 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 202 1076 51 155 934 577 315 319 64 78 1038 209 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 216 1151 55 166 999 617 315 319 64 78 1038 209 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 61 0 8 78 0 0 0 0 0 0 4 Initial Fut: 216 1212 55 174 1077 617 315 319 64 78 1038 213 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 216 1212 55 174 1077 617 315 319 64 78 1038 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 216 1212 55 174 1077 617 315 319 64 78 1038 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 216 1212 55 174 1077 617 315 319 64 78 1038 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: 1.00 4.00 1.00 1.00 4.00 1.00 2.00 2.50 0.50 2.00 3.00 1.00 Final Sat.: 1600 6400 1600 1600 6400 1600 3200 3998 802 3200 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.14 0.19 0.03 0.11 0.17 0.39 0.10 0.08 0.08 0.02 0.22 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 MacArthur Blvd (NS) at Birch St (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.628 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 3 1 0 1 1 0 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 119 857 31 48 858 165 304 277 42 109 500 210 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 127 917 33 51 918 177 304 277 42 109 500 210 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 30 0 52 40 2 14 15 0 0 14 27 Initial Fut: 127 947 33 103 958 179 318 292 42 109 514 237 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: 127 947 33 103 958 179 318 292 42 109 514 237 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 127 947 33 103 958 179 318 292 42 109 514 237 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: 127 947 33 103 958 179 318 292 42 109 514 237 ------------|---------------||---------------||---------------||---------------| 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 3.37 0.63 1.47 1.34 0.19 1.00 1.37 0.63 Final Sat.: 1600 4800 1600 1600 5395 1005 2340 2150 309 1600 2190 1010 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.08 0.20 0.02 0.06 0.18 0.18 0.14 0.14 0.14 0.07 0.23 0.23 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 MacArthur Blvd (NS) at Von Karman Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.546 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 3 0 1 1 0 1 1 0 2 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 37 794 273 56 908 47 98 141 194 612 89 89 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 40 850 292 60 972 50 98 141 194 612 89 89 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 37 16 0 34 0 0 0 0 10 0 0 Initial Fut: 40 887 308 60 1006 50 98 141 194 622 89 89 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: 40 887 308 60 1006 50 98 141 194 622 89 89 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 887 308 60 1006 50 98 141 194 622 89 89 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: 40 887 308 60 1006 50 98 141 194 622 89 89 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 1.00 1.00 2.00 0.50 0.50 Final Sat.: 1600 4800 1600 1600 4800 1600 1600 1600 1600 3200 800 800 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.18 0.19 0.04 0.21 0.03 0.06 0.09 0.12 0.19 0.11 0.11 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 MacArthur Blvd (NS) at Jamboree Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.733 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Protected Rights: Ovl Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 2 0 3 1 0 3 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 258 664 312 151 1439 387 248 939 50 452 994 198 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 Initial Bse: 276 710 334 162 1540 414 265 1005 54 484 1064 212 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 27 54 24 12 12 14 164 0 23 71 13 Initial Fut: 276 737 388 186 1552 426 279 1169 54 507 1135 225 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: 276 737 388 186 1552 0 279 1169 54 507 1135 225 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 276 737 388 186 1552 0 279 1169 54 507 1135 225 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: 276 737 388 186 1552 0 279 1169 54 507 1135 225 OvlAdjVol: 219
------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 2.00 3.00 1.00 2.00 3.82 0.18 3.00 3.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 3200 6120 280 4800 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.09 0.15 0.24 0.06 0.32 0.00 0.09 0.19 0.19 0.11 0.24 0.14 OvlAdjV/S: 0.14
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 Without Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 MacArthur Blvd (NS) at Bison Ave (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.616 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Ignore Ovl Ignore Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 1 2 0 4 0 1 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 142 2315 140 157 2450 226 188 210 205 257 215 109 Growth Adj: 1.08 1.08 1.08 1.08 1.08 1.08 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 153 2500 151 170 2646 244 188 210 205 257 215 109 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 4 64 18 0 29 11 5 3 2 6 4 0 Initial Fut: 157 2564 169 170 2675 255 193 213 207 263 219 109 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 157 2564 0 170 2675 255 193 213 0 263 219 109 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 157 2564 0 170 2675 255 193 213 0 263 219 109 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 157 2564 0 170 2675 255 193 213 0 263 219 109 OvlAdjVol: 159 24 ------------|---------------||---------------||---------------||---------------| 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 4.00 1.00 2.00 4.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 6400 1600 3200 6400 1600 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.40 0.00 0.05 0.42 0.16 0.06 0.07 0.00 0.08 0.07 0.07 OvlAdjV/S: 0.10 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 Without Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Jamboree Dr (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.636 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 1 0 2 0 2 1 0 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 73 1141 482 183 1343 143 175 586 192 202 334 152 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 78 1221 516 196 1437 153 175 586 192 202 334 152 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 10 56 5 0 117 2 1 0 20 10 0 0 Initial Fut: 88 1277 521 196 1554 155 176 586 212 212 334 152 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: 88 1277 521 196 1554 155 176 586 0 212 334 152 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 88 1277 521 196 1554 155 176 586 0 212 334 152 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: 88 1277 521 196 1554 155 176 586 0 212 334 152 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 2.00 2.73 0.27 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4365 435 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.27 0.33 0.06 0.36 0.36 0.06 0.18 0.00 0.07 0.10 0.10 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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Default Scenario Thu Nov 11, 2021 18:54:28 Page 14-1 -------------------------------------------------------------------------------- Picerne Residential (1300 Bristol Street North)
TPO 2026 Without Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Jamboree Rd (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.508 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 1 1 0 0 3 1 1 0 0 0 0 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 728 1470 828 0 898 741 0 0 0 0 0 0 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 779 1573 886 0 961 793 0 0 0 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 6 177 30 0 32 49 0 0 0 0 0 0 Initial Fut: 785 1750 916 0 993 842 0 0 0 0 0 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 785 1750 0 0 993 842 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 785 1750 0 0 993 842 0 0 0 0 0 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 785 1750 0 0 993 842 0 0 0 0 0 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: 2.00 3.00 1.00 0.00 3.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 3200 4800 1600 0 4800 3200 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.25 0.36 0.00 0.00 0.21 0.26 0.00 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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Default Scenario Thu Nov 11, 2021 18:54:28 Page 15-1 -------------------------------------------------------------------------------- Picerne Residential (1300 Bristol Street North)
TPO 2026 Without Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Rd (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.668 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Permitted Protected Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 4 1 0 0 0 4 0 0 1 1 1 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 1820 76 0 964 0 961 860 1029 0 0 0 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1947 81 0 1031 0 961 860 1029 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 90 0 0 30 0 109 7 36 0 0 0 Initial Fut: 0 2037 81 0 1061 0 1070 867 1065 0 0 0 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: 0 2037 81 0 1061 0 1070 867 1065 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 2037 81 0 1061 0 1070 867 1065 0 0 0 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: 0 2037 81 0 1061 0 1070 867 1065 0 0 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 4.81 0.19 0.00 4.00 0.00 1.66 1.34 2.00 0.00 0.00 0.00 Final Sat.: 0 7693 307 0 6400 0 2652 2148 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.26 0.26 0.00 0.17 0.00 0.40 0.40 0.33 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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Default Scenario Thu Nov 11, 2021 18:54:28 Page 16-1 -------------------------------------------------------------------------------- Picerne Residential (1300 Bristol Street North)
TPO 2026 Without Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Jamboree Rd (NS) at Eastbluff Dr/University Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.577 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 0 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 46 1498 207 142 1485 423 215 90 21 238 111 136 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 49 1603 221 152 1589 453 215 90 21 238 111 136 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 113 7 0 66 0 0 0 0 7 0 0 Initial Fut: 49 1716 228 152 1655 453 215 90 21 245 111 136 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 49 1716 228 152 1655 453 215 90 21 245 111 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 1716 228 152 1655 453 215 90 21 245 111 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 49 1716 228 152 1655 453 215 90 21 245 111 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: 1.00 3.00 1.00 2.00 3.00 1.00 1.41 0.59 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 2256 944 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.36 0.14 0.05 0.34 0.28 0.10 0.10 0.01 0.08 0.07 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO YEAR 2026 WITH PROJECT
Apx - 103
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Default Scenario Thu Nov 11, 2021 18:55:21 Page 6-1 -------------------------------------------------------------------------------- Picerne Residential (1300 Bristol Street North)
TPO 2026 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Campus Dr (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.559 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 0 0 0 4 0 3 0 0 0 0 0 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 482 1605 0 0 275 240 0 0 0 208 1077 238 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: 482 1605 0 0 275 240 0 0 0 208 1077 238 Added Vol: 0 0 0 0 0 0 0 0 0 2 9 0 PasserByVol: 0 7 0 0 7 0 0 0 0 18 104 0 Initial Fut: 482 1612 0 0 282 240 0 0 0 228 1190 238 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: 482 1612 0 0 282 240 0 0 0 228 1190 238 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 482 1612 0 0 282 240 0 0 0 228 1190 238 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: 482 1612 0 0 282 240 0 0 0 228 1190 238 ------------|---------------||---------------||---------------||---------------| 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 3.00 0.00 0.00 4.00 3.00 0.00 0.00 0.00 1.00 3.33 0.67 Final Sat.: 3200 4800 0 0 6400 4800 0 0 0 1600 5333 1067 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.15 0.34 0.00 0.00 0.04 0.05 0.00 0.00 0.00 0.14 0.22 0.22 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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Default Scenario Thu Nov 11, 2021 18:55:21 Page 7-1 -------------------------------------------------------------------------------- Picerne Residential (1300 Bristol Street North)
TPO 2026 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Campus Dr/Irvine Ave (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.686 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 4 1 0 1 0 3 0 0 1 1 2 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 1103 282 96 378 0 980 1818 464 0 0 0 Growth Adj: 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1180 302 96 378 0 980 1818 464 0 0 0 Added Vol: 0 0 -4 0 2 0 0 -3 0 0 0 0 PasserByVol: 0 2 2 0 25 0 5 6 0 0 0 0 Initial Fut: 0 1182 300 96 405 0 985 1821 464 0 0 0 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: 0 1182 300 96 405 0 985 1821 464 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1182 300 96 405 0 985 1821 464 0 0 0 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: 0 1182 300 96 405 0 985 1821 464 0 0 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 4.00 1.00 1.00 3.00 0.00 1.40 2.60 2.00 0.00 0.00 0.00 Final Sat.: 0 6400 1600 1600 4800 0 2247 4153 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.18 0.19 0.06 0.08 0.00 0.44 0.44 0.15 0.00 0.00 0.00 Crit Moves: **** **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
Apx - 105
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Default Scenario Thu Nov 11, 2021 18:55:21 Page 8-1 -------------------------------------------------------------------------------- Picerne Residential (1300 Bristol Street North)
TPO 2026 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Birch St (NS) at Bristol St North (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.669 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 1 2 0 0 0 0 0 1 1 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 96 1051 0 0 103 98 0 0 0 387 1306 203 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: 96 1051 0 0 103 98 0 0 0 387 1306 203 Added Vol: 0 0 0 0 0 0 0 0 0 26 11 10 PasserByVol: 2 3 0 0 16 23 0 0 0 11 98 3 Initial Fut: 98 1054 0 0 119 121 0 0 0 424 1415 216 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: 98 1054 0 0 119 121 0 0 0 424 1415 216 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 1054 0 0 119 121 0 0 0 424 1415 216 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: 98 1054 0 0 119 121 0 0 0 424 1415 216 ------------|---------------||---------------||---------------||---------------| 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 2.00 0.00 0.00 1.98 2.02 0.00 0.00 0.00 1.00 3.60 0.40 Final Sat.: 3200 3200 0 0 3173 3227 0 0 0 1600 5764 636 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.33 0.00 0.00 0.04 0.04 0.00 0.00 0.00 0.27 0.25 0.34 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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Default Scenario Thu Nov 11, 2021 18:55:21 Page 9-1 -------------------------------------------------------------------------------- Picerne Residential (1300 Bristol Street North)
TPO 2026 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Birch St (NS) at Bristol St South (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.490 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 1 2 0 2 0 0 1 1 2 1 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 385 381 165 326 0 755 1213 209 0 0 0 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: 0 385 381 165 326 0 755 1213 209 0 0 0 Added Vol: 0 0 0 26 0 0 0 -7 0 0 0 0 PasserByVol: 0 5 3 8 19 0 0 0 6 0 0 0 Initial Fut: 0 390 384 199 345 0 755 1206 215 0 0 0 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: 0 390 384 199 345 0 755 1206 215 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 390 384 199 345 0 755 1206 215 0 0 0 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: 0 390 384 199 345 0 755 1206 215 0 0 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 2.02 1.98 2.00 2.00 0.00 1.54 3.01 0.45 0.00 0.00 0.00 Final Sat.: 0 3225 3175 3200 3200 0 2464 4810 726 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.12 0.12 0.06 0.11 0.00 0.31 0.25 0.30 0.00 0.00 0.00 Crit Moves: **** **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 MacArthur Blvd (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.511 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 4 0 1 1 0 4 0 1 2 0 2 1 0 2 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 54 575 74 318 853 207 460 759 71 39 164 71 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 615 79 340 913 221 460 759 71 39 164 71 Added Vol: 0 7 0 0 -1 0 0 0 0 0 0 0 PasserByVol: 0 92 0 2 40 0 0 0 0 0 0 7 Initial Fut: 58 714 79 342 952 221 460 759 71 39 164 78 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 58 714 79 342 952 221 460 759 71 39 164 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 58 714 79 342 952 221 460 759 71 39 164 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 58 714 79 342 952 221 460 759 71 39 164 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: 1.00 4.00 1.00 1.00 4.00 1.00 2.00 2.74 0.26 2.00 3.00 1.00 Final Sat.: 1600 6400 1600 1600 6400 1600 3200 4389 411 3200 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.04 0.11 0.05 0.21 0.15 0.14 0.14 0.17 0.17 0.01 0.03 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 MacArthur Blvd (NS) at Birch St (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.408 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Lanes: 1 0 3 0 1 1 0 3 1 0 1 1 0 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 33 619 79 82 664 164 84 319 64 27 116 55 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 35 662 85 88 710 175 84 319 64 27 116 55 Added Vol: 0 0 0 0 -1 0 7 2 0 0 0 0 PasserByVol: 0 27 0 12 31 3 28 11 0 0 17 50 Initial Fut: 35 689 85 100 740 178 119 332 64 27 133 105 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: 35 689 85 100 740 178 119 332 64 27 133 105 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 689 85 100 740 178 119 332 64 27 133 105 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: 35 689 85 100 740 178 119 332 64 27 133 105 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 3.22 0.78 1.00 1.63 0.37 1.00 1.12 0.88 Final Sat.: 1600 4800 1600 1600 5157 1243 1600 2607 593 1600 1788 1412 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.14 0.05 0.06 0.14 0.14 0.07 0.13 0.11 0.02 0.07 0.07 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 MacArthur Blvd (NS) at Von Karman Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.585 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 3 0 1 1 0 1 1 0 2 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 46 807 685 51 415 123 17 72 32 165 96 20 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 49 863 733 55 444 132 17 72 32 165 96 20 Added Vol: 0 0 0 0 -1 0 0 0 0 -1 0 0 PasserByVol: 0 32 6 0 39 0 0 0 0 16 0 0 Initial Fut: 49 895 739 55 482 132 17 72 32 180 96 20 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: 49 895 739 55 482 132 17 72 32 180 96 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 895 739 55 482 132 17 72 32 180 96 20 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: 49 895 739 55 482 132 17 72 32 180 96 20 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 1.38 0.62 2.00 0.83 0.17 Final Sat.: 1600 4800 1600 1600 4800 1600 1600 2215 985 3200 1324 276 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.19 0.46 0.03 0.10 0.08 0.01 0.03 0.03 0.06 0.07 0.07 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 MacArthur Blvd (NS) at Jamboree Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.645 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Ovl Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 2 0 3 1 0 3 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 174 904 538 64 384 260 430 1007 179 324 728 201 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 Initial Bse: 186 967 576 68 411 278 460 1077 192 347 779 215 Added Vol: -3 0 0 0 0 -2 0 12 4 0 -1 0 PasserByVol: 0 12 7 7 30 18 9 32 0 52 151 21 Initial Fut: 183 979 583 75 441 294 469 1121 196 399 929 236 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: 183 979 583 75 441 0 469 1121 196 399 929 236 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 183 979 583 75 441 0 469 1121 196 399 929 236 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: 183 979 583 75 441 0 469 1121 196 399 929 236 OvlAdjVol: 450
------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 2.00 3.00 1.00 2.00 3.41 0.59 3.00 3.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 3200 5450 950 4800 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.20 0.36 0.02 0.09 0.00 0.15 0.21 0.21 0.08 0.19 0.15 OvlAdjV/S: 0.28
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 MacArthur Blvd (NS) at Bison Ave (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.712 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Protected Rights: Ignore Ovl Ignore Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 1 2 0 4 0 1 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 262 2282 134 43 2274 218 214 222 199 497 237 80 Growth Adj: 1.08 1.08 1.08 1.08 1.08 1.08 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 283 2465 145 46 2456 235 214 222 199 497 237 80 Added Vol: 0 -5 0 0 4 0 0 0 0 0 0 0 PasserByVol: 1 21 8 0 49 2 2 5 1 16 1 0 Initial Fut: 284 2481 153 46 2509 237 216 227 200 513 238 80 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 284 2481 0 46 2509 237 216 227 0 513 238 80 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 284 2481 0 46 2509 237 216 227 0 513 238 80 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 284 2481 0 46 2509 237 216 227 0 513 238 80 OvlAdjVol: 129 57 ------------|---------------||---------------||---------------||---------------| 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 4.00 1.00 2.00 4.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 6400 1600 3200 6400 1600 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.09 0.39 0.00 0.01 0.39 0.15 0.07 0.07 0.00 0.16 0.07 0.05 OvlAdjV/S: 0.08 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Jamboree Dr (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.636 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 1 0 2 0 2 1 0 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 108 1119 196 162 1764 137 73 197 50 327 283 100 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 116 1197 210 173 1887 147 73 197 50 327 283 100 Added Vol: 0 12 0 0 -1 0 0 0 0 0 0 0 PasserByVol: 18 116 10 0 27 1 2 0 4 2 0 0 Initial Fut: 134 1325 220 173 1913 148 75 197 54 329 283 100 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: 134 1325 220 173 1913 148 75 197 0 329 283 100 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 134 1325 220 173 1913 148 75 197 0 329 283 100 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: 134 1325 220 173 1913 148 75 197 0 329 283 100 ------------|---------------||---------------||---------------||---------------| 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 3.43 0.57 2.00 2.79 0.21 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 5490 910 3200 4456 344 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.04 0.24 0.24 0.05 0.43 0.43 0.02 0.06 0.00 0.10 0.09 0.06 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Jamboree Rd (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.406 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 1 1 0 0 3 1 1 0 0 0 0 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 714 1632 756 0 705 405 0 0 0 0 0 0 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 764 1746 809 0 754 433 0 0 0 0 0 0 Added Vol: -11 16 0 0 0 -5 0 0 0 0 0 0 PasserByVol: 7 34 17 0 69 99 0 0 0 0 0 0 Initial Fut: 760 1796 826 0 823 527 0 0 0 0 0 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 760 1796 0 0 823 527 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 760 1796 0 0 823 527 0 0 0 0 0 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 760 1796 0 0 823 527 0 0 0 0 0 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: 2.00 3.00 1.00 0.00 3.05 1.95 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 3200 4800 1600 0 4877 3123 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.24 0.37 0.00 0.00 0.17 0.17 0.00 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Rd (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.700 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Permitted Protected Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 4 1 0 0 0 4 0 0 1 1 1 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 1838 21 0 690 0 1228 527 1398 0 0 0 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1967 22 0 738 0 1228 527 1398 0 0 0 Added Vol: 0 -3 0 0 0 0 9 5 4 0 0 0 PasserByVol: 0 36 0 0 69 0 20 9 29 0 0 0 Initial Fut: 0 2000 22 0 807 0 1257 541 1431 0 0 0 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: 0 2000 22 0 807 0 1257 541 1431 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 2000 22 0 807 0 1257 541 1431 0 0 0 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: 0 2000 22 0 807 0 1257 541 1431 0 0 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 4.94 0.06 0.00 4.00 0.00 2.00 1.00 2.00 0.00 0.00 0.00 Final Sat.: 0 7911 89 0 6400 0 3200 1600 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.25 0.25 0.00 0.13 0.00 0.39 0.34 0.45 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Jamboree Rd (NS) at Eastbluff Dr/University Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.659 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 0 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 87 1231 219 95 1508 400 430 103 44 223 147 170 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 93 1317 234 102 1614 428 430 103 44 223 147 170 Added Vol: 0 -3 0 0 4 0 0 0 0 0 0 0 PasserByVol: 0 42 4 0 96 0 0 0 0 0 0 0 Initial Fut: 93 1356 238 102 1714 428 430 103 44 223 147 170 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 93 1356 238 102 1714 428 430 103 44 223 147 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 93 1356 238 102 1714 428 430 103 44 223 147 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 93 1356 238 102 1714 428 430 103 44 223 147 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: 1.00 3.00 1.00 2.00 3.00 1.00 1.61 0.39 1.00 1.81 1.19 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 2582 618 1600 2893 1907 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.28 0.15 0.03 0.36 0.27 0.17 0.17 0.03 0.08 0.08 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Campus Dr (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.686 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 0 0 0 4 0 3 0 0 0 0 0 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 437 696 0 0 1012 1160 0 0 0 267 1803 111 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: 437 696 0 0 1012 1160 0 0 0 267 1803 111 Added Vol: 0 0 0 0 0 0 0 0 0 -3 0 0 PasserByVol: 0 14 0 0 4 0 0 0 0 7 55 0 Initial Fut: 437 710 0 0 1016 1160 0 0 0 271 1858 111 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: 437 710 0 0 1016 1160 0 0 0 271 1858 111 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 437 710 0 0 1016 1160 0 0 0 271 1858 111 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: 437 710 0 0 1016 1160 0 0 0 271 1858 111 ------------|---------------||---------------||---------------||---------------| 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 3.00 0.00 0.00 4.00 3.00 0.00 0.00 0.00 1.00 3.77 0.23 Final Sat.: 3200 4800 0 0 6400 4800 0 0 0 1600 6039 361 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.14 0.15 0.00 0.00 0.16 0.24 0.00 0.00 0.00 0.17 0.31 0.31 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Campus Dr/Irvine Ave (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.545 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Lanes: 0 0 4 1 0 1 0 3 0 0 1 1 2 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 663 256 206 1064 0 460 1001 556 0 0 0 Growth Adj: 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 709 274 206 1064 0 460 1001 556 0 0 0 Added Vol: 0 0 2 0 -3 0 0 9 0 0 0 0 PasserByVol: 0 4 19 0 11 0 10 4 0 0 0 0 Initial Fut: 0 713 295 206 1072 0 470 1014 556 0 0 0 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: 0 713 295 206 1072 0 470 1014 556 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 713 295 206 1072 0 470 1014 556 0 0 0 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: 0 713 295 206 1072 0 470 1014 556 0 0 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 4.00 1.00 1.00 3.00 0.00 1.27 2.73 2.00 0.00 0.00 0.00 Final Sat.: 0 6400 1600 1600 4800 0 2027 4373 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.11 0.18 0.13 0.22 0.00 0.23 0.23 0.17 0.00 0.00 0.00 Crit Moves: **** **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Birch St (NS) at Bristol St North (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.566 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 1 2 0 0 0 0 0 1 1 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 142 358 0 0 443 661 0 0 0 458 1477 119 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: 142 358 0 0 443 661 0 0 0 458 1477 119 Added Vol: 0 0 0 0 0 0 0 0 0 2 -3 2 PasserByVol: 8 11 0 0 8 10 0 0 0 6 49 4 Initial Fut: 150 369 0 0 451 671 0 0 0 466 1523 125 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: 150 369 0 0 451 671 0 0 0 466 1523 125 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 150 369 0 0 451 671 0 0 0 466 1523 125 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: 150 369 0 0 451 671 0 0 0 466 1523 125 ------------|---------------||---------------||---------------||---------------| 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 2.00 0.00 0.00 1.61 2.39 0.00 0.00 0.00 1.00 3.77 0.23 Final Sat.: 3200 3200 0 0 2573 3827 0 0 0 1600 6036 364 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.12 0.00 0.00 0.18 0.18 0.00 0.00 0.00 0.29 0.25 0.34 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Birch St (NS) at Bristol St South (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.493 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 1 2 0 2 0 0 1 1 2 1 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 168 319 245 725 0 258 1117 112 0 0 0 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: 0 168 319 245 725 0 258 1117 112 0 0 0 Added Vol: 0 0 0 2 0 0 0 11 0 0 0 0 PasserByVol: 0 19 18 3 10 0 0 18 4 0 0 0 Initial Fut: 0 187 337 250 735 0 258 1146 116 0 0 0 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: 0 187 337 250 735 0 258 1146 116 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 187 337 250 735 0 258 1146 116 0 0 0 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: 0 187 337 250 735 0 258 1146 116 0 0 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 2.00 2.00 2.00 2.00 0.00 1.00 3.72 0.28 0.00 0.00 0.00 Final Sat.: 0 3200 3200 3200 3200 0 1600 5959 441 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.06 0.11 0.08 0.23 0.00 0.16 0.19 0.26 0.00 0.00 0.00 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 MacArthur Blvd (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.836 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: D ******************************************************************************** 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 Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 4 0 1 1 0 4 0 1 2 0 2 1 0 2 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 202 1076 51 155 934 577 315 319 64 78 1038 209 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 216 1151 55 166 999 617 315 319 64 78 1038 209 Added Vol: 0 2 0 0 7 0 0 0 0 0 0 0 PasserByVol: 0 61 0 8 78 0 0 0 0 0 0 4 Initial Fut: 216 1214 55 174 1084 617 315 319 64 78 1038 213 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 216 1214 55 174 1084 617 315 319 64 78 1038 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 216 1214 55 174 1084 617 315 319 64 78 1038 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 216 1214 55 174 1084 617 315 319 64 78 1038 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: 1.00 4.00 1.00 1.00 4.00 1.00 2.00 2.50 0.50 2.00 3.00 1.00 Final Sat.: 1600 6400 1600 1600 6400 1600 3200 3998 802 3200 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.14 0.19 0.03 0.11 0.17 0.39 0.10 0.08 0.08 0.02 0.22 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 MacArthur Blvd (NS) at Birch St (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.629 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 3 1 0 1 1 0 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 119 857 31 48 858 165 304 277 42 109 500 210 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 127 917 33 51 918 177 304 277 42 109 500 210 Added Vol: 0 0 0 0 7 0 2 0 0 0 0 0 PasserByVol: 0 30 0 52 40 2 14 15 0 0 14 27 Initial Fut: 127 947 33 103 965 179 320 292 42 109 514 237 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: 127 947 33 103 965 179 320 292 42 109 514 237 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 127 947 33 103 965 179 320 292 42 109 514 237 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: 127 947 33 103 965 179 320 292 42 109 514 237 ------------|---------------||---------------||---------------||---------------| 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 3.38 0.62 1.47 1.34 0.19 1.00 1.37 0.63 Final Sat.: 1600 4800 1600 1600 5401 999 2344 2146 309 1600 2190 1010 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.08 0.20 0.02 0.06 0.18 0.18 0.14 0.14 0.14 0.07 0.23 0.23 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 MacArthur Blvd (NS) at Von Karman Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.546 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 3 0 1 1 0 1 1 0 2 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 37 794 273 56 908 47 98 141 194 612 89 89 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 40 850 292 60 972 50 98 141 194 612 89 89 Added Vol: 0 0 0 0 7 0 0 0 0 2 0 0 PasserByVol: 0 37 16 0 34 0 0 0 0 10 0 0 Initial Fut: 40 887 308 60 1013 50 98 141 194 624 89 89 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: 40 887 308 60 1013 50 98 141 194 624 89 89 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 887 308 60 1013 50 98 141 194 624 89 89 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: 40 887 308 60 1013 50 98 141 194 624 89 89 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 1.00 1.00 2.00 0.50 0.50 Final Sat.: 1600 4800 1600 1600 4800 1600 1600 1600 1600 3200 800 800 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.18 0.19 0.04 0.21 0.03 0.06 0.09 0.12 0.20 0.11 0.11 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 MacArthur Blvd (NS) at Jamboree Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.739 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Protected Rights: Ovl Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 2 0 3 1 0 3 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 258 664 312 151 1439 387 248 939 50 452 994 198 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 Initial Bse: 276 710 334 162 1540 414 265 1005 54 484 1064 212 Added Vol: 9 0 0 0 0 10 0 3 -3 0 12 0 PasserByVol: 0 27 54 24 12 12 14 164 0 23 71 13 Initial Fut: 285 737 388 186 1552 436 279 1172 51 507 1147 225 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: 285 737 388 186 1552 0 279 1172 51 507 1147 225 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 285 737 388 186 1552 0 279 1172 51 507 1147 225 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: 285 737 388 186 1552 0 279 1172 51 507 1147 225 OvlAdjVol: 219
------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 2.00 3.00 1.00 2.00 3.83 0.17 3.00 3.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 3200 6136 264 4800 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.09 0.15 0.24 0.06 0.32 0.00 0.09 0.19 0.19 0.11 0.24 0.14 OvlAdjV/S: 0.14
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 MacArthur Blvd (NS) at Bison Ave (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.615 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Ignore Ovl Ignore Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 1 2 0 4 0 1 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 142 2315 140 157 2450 226 188 210 205 257 215 109 Growth Adj: 1.08 1.08 1.08 1.08 1.08 1.08 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 153 2500 151 170 2646 244 188 210 205 257 215 109 Added Vol: 0 4 0 0 -3 0 0 0 0 0 0 0 PasserByVol: 4 64 18 0 29 11 5 3 2 6 4 0 Initial Fut: 157 2568 169 170 2672 255 193 213 207 263 219 109 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 157 2568 0 170 2672 255 193 213 0 263 219 109 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 157 2568 0 170 2672 255 193 213 0 263 219 109 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 157 2568 0 170 2672 255 193 213 0 263 219 109 OvlAdjVol: 159 24 ------------|---------------||---------------||---------------||---------------| 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 4.00 1.00 2.00 4.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 6400 1600 3200 6400 1600 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.40 0.00 0.05 0.42 0.16 0.06 0.07 0.00 0.08 0.07 0.07 OvlAdjV/S: 0.10 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Jamboree Dr (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.636 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 1 0 2 0 2 1 0 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 73 1141 482 183 1343 143 175 586 192 202 334 152 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 78 1221 516 196 1437 153 175 586 192 202 334 152 Added Vol: 0 3 0 0 12 0 0 0 0 0 0 0 PasserByVol: 10 56 5 0 117 2 1 0 20 10 0 0 Initial Fut: 88 1280 521 196 1566 155 176 586 212 212 334 152 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: 88 1280 521 196 1566 155 176 586 0 212 334 152 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 88 1280 521 196 1566 155 176 586 0 212 334 152 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: 88 1280 521 196 1566 155 176 586 0 212 334 152 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 2.00 2.73 0.27 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4368 432 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.27 0.33 0.06 0.36 0.36 0.06 0.18 0.00 0.07 0.10 0.10 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Jamboree Rd (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.523 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 1 1 0 0 3 1 1 0 0 0 0 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 728 1470 828 0 898 741 0 0 0 0 0 0 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 779 1573 886 0 961 793 0 0 0 0 0 0 Added Vol: 15 0 0 0 0 31 0 0 0 0 0 0 PasserByVol: 6 177 30 0 32 49 0 0 0 0 0 0 Initial Fut: 800 1750 916 0 993 873 0 0 0 0 0 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 800 1750 0 0 993 873 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 800 1750 0 0 993 873 0 0 0 0 0 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 800 1750 0 0 993 873 0 0 0 0 0 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: 2.00 3.00 1.00 0.00 3.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 3200 4800 1600 0 4800 3200 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.25 0.36 0.00 0.00 0.21 0.27 0.00 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Rd (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.672 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Permitted Protected Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 4 1 0 0 0 4 0 0 1 1 1 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 1820 76 0 964 0 961 860 1029 0 0 0 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1947 81 0 1031 0 961 860 1029 0 0 0 Added Vol: 0 4 0 0 0 0 11 3 -2 0 0 0 PasserByVol: 0 90 0 0 30 0 109 7 36 0 0 0 Initial Fut: 0 2041 81 0 1061 0 1081 870 1063 0 0 0 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: 0 2041 81 0 1061 0 1081 870 1063 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 2041 81 0 1061 0 1081 870 1063 0 0 0 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: 0 2041 81 0 1061 0 1081 870 1063 0 0 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 4.81 0.19 0.00 4.00 0.00 1.66 1.34 2.00 0.00 0.00 0.00 Final Sat.: 0 7694 306 0 6400 0 2660 2140 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.27 0.27 0.00 0.17 0.00 0.41 0.41 0.33 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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TPO 2026 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Jamboree Rd (NS) at Eastbluff Dr/University Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.578 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 0 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 46 1498 207 142 1485 423 215 90 21 238 111 136 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 49 1603 221 152 1589 453 215 90 21 238 111 136 Added Vol: 0 4 0 0 -2 0 0 0 0 0 0 0 PasserByVol: 0 113 7 0 66 0 0 0 0 7 0 0 Initial Fut: 49 1720 228 152 1653 453 215 90 21 245 111 136 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 49 1720 228 152 1653 453 215 90 21 245 111 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 1720 228 152 1653 453 215 90 21 245 111 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 49 1720 228 152 1653 453 215 90 21 245 111 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: 1.00 3.00 1.00 2.00 3.00 1.00 1.41 0.59 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 2256 944 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.36 0.14 0.05 0.34 0.28 0.10 0.10 0.01 0.08 0.07 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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CEQA 2026 Without Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Campus Dr (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.562 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 0 0 0 4 0 3 0 0 0 0 0 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 482 1605 0 0 275 240 0 0 0 208 1077 238 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: 482 1605 0 0 275 240 0 0 0 208 1077 238 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 7 0 0 7 0 0 0 0 21 135 0 Initial Fut: 482 1612 0 0 282 240 0 0 0 229 1212 238 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: 482 1612 0 0 282 240 0 0 0 229 1212 238 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 482 1612 0 0 282 240 0 0 0 229 1212 238 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: 482 1612 0 0 282 240 0 0 0 229 1212 238 ------------|---------------||---------------||---------------||---------------| 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 3.00 0.00 0.00 4.00 3.00 0.00 0.00 0.00 1.00 3.34 0.66 Final Sat.: 3200 4800 0 0 6400 4800 0 0 0 1600 5350 1050 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.15 0.34 0.00 0.00 0.04 0.05 0.00 0.00 0.00 0.14 0.23 0.23 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Campus Dr/Irvine Ave (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.710 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 4 1 0 1 0 3 0 0 1 1 2 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 1103 282 96 378 0 980 1818 464 0 0 0 Growth Adj: 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1180 302 96 378 0 980 1818 464 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 2 14 0 28 0 5 93 0 0 0 0 Initial Fut: 0 1182 316 96 406 0 985 1911 464 0 0 0 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: 0 1182 316 96 406 0 985 1911 464 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1182 316 96 406 0 985 1911 464 0 0 0 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: 0 1182 316 96 406 0 985 1911 464 0 0 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 4.00 1.00 1.00 3.00 0.00 1.36 2.64 2.00 0.00 0.00 0.00 Final Sat.: 0 6400 1600 1600 4800 0 2177 4223 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.18 0.20 0.06 0.08 0.00 0.45 0.45 0.15 0.00 0.00 0.00 Crit Moves: **** **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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CEQA 2026 Without Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Birch St (NS) at Bristol St North (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.688 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 1 2 0 0 0 0 0 1 1 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 96 1051 0 0 103 98 0 0 0 387 1306 203 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: 96 1051 0 0 103 98 0 0 0 387 1306 203 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 11 64 0 0 30 33 0 0 0 40 114 6 Initial Fut: 107 1115 0 0 133 131 0 0 0 427 1420 209 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: 107 1115 0 0 133 131 0 0 0 427 1420 209 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 107 1115 0 0 133 131 0 0 0 427 1420 209 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: 107 1115 0 0 133 131 0 0 0 427 1420 209 ------------|---------------||---------------||---------------||---------------| 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 2.00 0.00 0.00 2.00 2.00 0.00 0.00 0.00 1.00 3.62 0.38 Final Sat.: 3200 3200 0 0 3200 3200 0 0 0 1600 5784 616 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.35 0.00 0.00 0.04 0.04 0.00 0.00 0.00 0.27 0.25 0.34 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Birch St (NS) at Bristol St South (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.515 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 1 2 0 2 0 0 1 1 2 1 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 385 381 165 326 0 755 1213 209 0 0 0 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: 0 385 381 165 326 0 755 1213 209 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 40 3 46 24 0 35 65 6 0 0 0 Initial Fut: 0 425 384 211 350 0 790 1278 215 0 0 0 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: 0 425 384 211 350 0 790 1278 215 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 425 384 211 350 0 790 1278 215 0 0 0 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: 0 425 384 211 350 0 790 1278 215 0 0 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 2.10 1.90 2.00 2.00 0.00 1.53 3.04 0.43 0.00 0.00 0.00 Final Sat.: 0 3362 3038 3200 3200 0 2445 4864 691 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.13 0.13 0.07 0.11 0.00 0.32 0.26 0.31 0.00 0.00 0.00 Crit Moves: **** **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 MacArthur Blvd (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.524 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 4 0 1 1 0 4 0 1 2 0 2 1 0 2 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 54 575 74 318 853 207 460 759 71 39 164 71 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 615 79 340 913 221 460 759 71 39 164 71 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 184 0 2 106 0 0 0 0 0 0 7 Initial Fut: 58 799 79 342 1019 221 460 759 71 39 164 78 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 58 799 79 342 1019 221 460 759 71 39 164 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 58 799 79 342 1019 221 460 759 71 39 164 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 58 799 79 342 1019 221 460 759 71 39 164 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: 1.00 4.00 1.00 1.00 4.00 1.00 2.00 2.74 0.26 2.00 3.00 1.00 Final Sat.: 1600 6400 1600 1600 6400 1600 3200 4389 411 3200 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.04 0.12 0.05 0.21 0.16 0.14 0.14 0.17 0.17 0.01 0.03 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 MacArthur Blvd (NS) at Birch St (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.460 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Lanes: 1 0 3 0 1 1 0 3 1 0 1 1 0 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 33 619 79 82 664 164 84 319 64 27 116 55 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 35 662 85 88 710 175 84 319 64 27 116 55 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 109 0 29 77 6 33 67 0 0 35 55 Initial Fut: 35 771 85 117 787 181 117 386 64 27 151 110 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: 35 771 85 117 787 181 117 386 64 27 151 110 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 771 85 117 787 181 117 386 64 27 151 110 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: 35 771 85 117 787 181 117 386 64 27 151 110 ------------|---------------||---------------||---------------||---------------| 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 3.25 0.75 1.00 1.66 0.34 1.00 1.16 0.84 Final Sat.: 1600 4800 1600 1600 5201 1199 1600 2662 538 1600 1851 1349 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.16 0.05 0.07 0.15 0.15 0.07 0.15 0.12 0.02 0.08 0.08 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 MacArthur Blvd (NS) at Von Karman Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.587 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 3 0 1 1 0 1 1 0 2 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 46 807 685 51 415 123 17 72 32 165 96 20 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 49 863 733 55 444 132 17 72 32 165 96 20 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 114 8 0 85 0 0 0 0 18 0 0 Initial Fut: 49 977 741 55 529 132 17 72 32 183 96 20 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: 49 977 741 55 529 132 17 72 32 183 96 20 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 977 741 55 529 132 17 72 32 183 96 20 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: 49 977 741 55 529 132 17 72 32 183 96 20 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 1.38 0.62 2.00 0.83 0.17 Final Sat.: 1600 4800 1600 1600 4800 1600 1600 2215 985 3200 1324 276 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.20 0.46 0.03 0.11 0.08 0.01 0.03 0.03 0.06 0.07 0.07 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 MacArthur Blvd (NS) at Jamboree Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.742 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Protected Rights: Ovl Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 2 0 3 1 0 3 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 174 904 538 64 384 260 430 1007 179 324 728 201 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 Initial Bse: 186 967 576 68 411 278 460 1077 192 347 779 215 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 18 72 127 7 60 36 33 269 2 85 252 21 Initial Fut: 204 1039 703 75 471 314 493 1346 194 432 1031 236 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: 204 1039 703 75 471 0 493 1346 194 432 1031 236 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 204 1039 703 75 471 0 493 1346 194 432 1031 236 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: 204 1039 703 75 471 0 493 1346 194 432 1031 236 OvlAdjVol: 559
------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 2.00 3.00 1.00 2.00 3.50 0.50 3.00 3.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 3200 5596 804 4800 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.22 0.44 0.02 0.10 0.00 0.15 0.24 0.24 0.09 0.21 0.15 OvlAdjV/S: 0.35
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 MacArthur Blvd (NS) at Bison Ave (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.727 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Protected Rights: Ignore Ovl Ignore Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 1 2 0 4 0 1 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 262 2282 134 43 2274 218 214 222 199 497 237 80 Growth Adj: 1.08 1.08 1.08 1.08 1.08 1.08 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 283 2465 145 46 2456 235 214 222 199 497 237 80 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 1 181 12 0 106 2 2 21 1 22 54 0 Initial Fut: 284 2646 157 46 2562 237 216 243 200 519 291 80 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 284 2646 0 46 2562 237 216 243 0 519 291 80 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 284 2646 0 46 2562 237 216 243 0 519 291 80 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 284 2646 0 46 2562 237 216 243 0 519 291 80 OvlAdjVol: 129 57 ------------|---------------||---------------||---------------||---------------| 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 4.00 1.00 2.00 4.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 6400 1600 3200 6400 1600 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.09 0.41 0.00 0.01 0.40 0.15 0.07 0.08 0.00 0.16 0.09 0.05 OvlAdjV/S: 0.08 0.04 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Jamboree Dr (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.677 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 1 0 2 0 2 1 0 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 108 1119 196 162 1764 137 73 197 50 327 283 100 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 116 1197 210 173 1887 147 73 197 50 327 283 100 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 18 277 10 89 224 1 2 0 4 2 1 36 Initial Fut: 134 1474 220 262 2111 148 75 197 54 329 284 136 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: 134 1474 220 262 2111 148 75 197 0 329 284 136 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 134 1474 220 262 2111 148 75 197 0 329 284 136 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: 134 1474 220 262 2111 148 75 197 0 329 284 136 ------------|---------------||---------------||---------------||---------------| 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 3.48 0.52 2.00 2.80 0.20 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 5570 830 3200 4486 314 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.04 0.26 0.26 0.08 0.47 0.47 0.02 0.06 0.00 0.10 0.09 0.09 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Jamboree Rd (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.437 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 1 1 0 0 3 1 1 0 0 0 0 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 714 1632 756 0 705 405 0 0 0 0 0 0 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 764 1746 809 0 754 433 0 0 0 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 37 297 17 0 163 142 0 0 0 0 0 0 Initial Fut: 801 2043 826 0 917 575 0 0 0 0 0 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 801 2043 0 0 917 575 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 801 2043 0 0 917 575 0 0 0 0 0 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 801 2043 0 0 917 575 0 0 0 0 0 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: 2.00 3.00 1.00 0.00 3.07 1.93 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 3200 4800 1600 0 4916 3084 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.25 0.43 0.00 0.00 0.19 0.19 0.00 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Rd (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.732 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Permitted Protected Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 4 1 0 0 0 4 0 0 1 1 1 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 1838 21 0 690 0 1228 527 1398 0 0 0 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1967 22 0 738 0 1228 527 1398 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 271 0 0 163 0 78 18 41 0 0 0 Initial Fut: 0 2238 22 0 901 0 1306 545 1439 0 0 0 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: 0 2238 22 0 901 0 1306 545 1439 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 2238 22 0 901 0 1306 545 1439 0 0 0 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: 0 2238 22 0 901 0 1306 545 1439 0 0 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 4.95 0.05 0.00 4.00 0.00 2.00 1.00 2.00 0.00 0.00 0.00 Final Sat.: 0 7920 80 0 6400 0 3200 1600 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.28 0.28 0.00 0.14 0.00 0.41 0.34 0.45 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Jamboree Rd (NS) at Eastbluff Dr/University Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.690 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 0 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 87 1231 219 95 1508 400 430 103 44 223 147 170 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 93 1317 234 102 1614 428 430 103 44 223 147 170 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 254 65 3 191 8 20 0 0 30 0 3 Initial Fut: 93 1571 299 105 1805 436 450 103 44 253 147 173 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 93 1571 299 105 1805 436 450 103 44 253 147 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 93 1571 299 105 1805 436 450 103 44 253 147 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 93 1571 299 105 1805 436 450 103 44 253 147 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: 1.00 3.00 1.00 2.00 3.00 1.00 1.63 0.37 1.00 1.90 1.10 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 2604 596 1600 3036 1764 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.33 0.19 0.03 0.38 0.27 0.17 0.17 0.03 0.08 0.08 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Campus Dr (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.700 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 0 0 0 4 0 3 0 0 0 0 0 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 437 696 0 0 1012 1160 0 0 0 267 1803 111 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: 437 696 0 0 1012 1160 0 0 0 267 1803 111 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 14 0 0 4 0 0 0 0 16 143 0 Initial Fut: 437 710 0 0 1016 1160 0 0 0 283 1946 111 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: 437 710 0 0 1016 1160 0 0 0 283 1946 111 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 437 710 0 0 1016 1160 0 0 0 283 1946 111 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: 437 710 0 0 1016 1160 0 0 0 283 1946 111 ------------|---------------||---------------||---------------||---------------| 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 3.00 0.00 0.00 4.00 3.00 0.00 0.00 0.00 1.00 3.78 0.22 Final Sat.: 3200 4800 0 0 6400 4800 0 0 0 1600 6055 345 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.14 0.15 0.00 0.00 0.16 0.24 0.00 0.00 0.00 0.18 0.32 0.32 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Campus Dr/Irvine Ave (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.551 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Lanes: 0 0 4 1 0 1 0 3 0 0 1 1 2 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 663 256 206 1064 0 460 1001 556 0 0 0 Growth Adj: 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 709 274 206 1064 0 460 1001 556 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 4 24 0 20 0 10 41 0 0 0 0 Initial Fut: 0 713 298 206 1084 0 470 1042 556 0 0 0 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: 0 713 298 206 1084 0 470 1042 556 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 713 298 206 1084 0 470 1042 556 0 0 0 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: 0 713 298 206 1084 0 470 1042 556 0 0 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 4.00 1.00 1.00 3.00 0.00 1.24 2.76 2.00 0.00 0.00 0.00 Final Sat.: 0 6400 1600 1600 4800 0 1989 4411 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.11 0.19 0.13 0.23 0.00 0.24 0.24 0.17 0.00 0.00 0.00 Crit Moves: **** **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Birch St (NS) at Bristol St North (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.590 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 1 2 0 0 0 0 0 1 1 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 142 358 0 0 443 661 0 0 0 458 1477 119 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: 142 358 0 0 443 661 0 0 0 458 1477 119 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 10 36 0 0 30 48 0 0 0 40 107 13 Initial Fut: 152 394 0 0 473 709 0 0 0 498 1584 132 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: 152 394 0 0 473 709 0 0 0 498 1584 132 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 152 394 0 0 473 709 0 0 0 498 1584 132 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: 152 394 0 0 473 709 0 0 0 498 1584 132 ------------|---------------||---------------||---------------||---------------| 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 2.00 0.00 0.00 1.60 2.40 0.00 0.00 0.00 1.00 3.77 0.23 Final Sat.: 3200 3200 0 0 2561 3839 0 0 0 1600 6031 369 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.12 0.00 0.00 0.18 0.18 0.00 0.00 0.00 0.31 0.26 0.36 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Birch St (NS) at Bristol St South (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.502 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 1 2 0 2 0 0 1 1 2 1 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 168 319 245 725 0 258 1117 112 0 0 0 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: 0 168 319 245 725 0 258 1117 112 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 31 18 40 29 0 15 46 4 0 0 0 Initial Fut: 0 199 337 285 754 0 273 1163 116 0 0 0 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: 0 199 337 285 754 0 273 1163 116 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 199 337 285 754 0 273 1163 116 0 0 0 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: 0 199 337 285 754 0 273 1163 116 0 0 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 2.00 2.00 2.00 2.00 0.00 1.00 3.73 0.27 0.00 0.00 0.00 Final Sat.: 0 3200 3200 3200 3200 0 1600 5965 435 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.06 0.11 0.09 0.24 0.00 0.17 0.19 0.27 0.00 0.00 0.00 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #5 MacArthur Blvd (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.836 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: D ******************************************************************************** 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 Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 4 0 1 1 0 4 0 1 2 0 2 1 0 2 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 202 1076 51 155 934 577 315 319 64 78 1038 209 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 216 1151 55 166 999 617 315 319 64 78 1038 209 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 141 0 8 171 0 0 0 0 0 0 4 Initial Fut: 216 1292 55 174 1170 617 315 319 64 78 1038 213 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 216 1292 55 174 1170 617 315 319 64 78 1038 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 216 1292 55 174 1170 617 315 319 64 78 1038 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 216 1292 55 174 1170 617 315 319 64 78 1038 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: 1.00 4.00 1.00 1.00 4.00 1.00 2.00 2.50 0.50 2.00 3.00 1.00 Final Sat.: 1600 6400 1600 1600 6400 1600 3200 3998 802 3200 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.14 0.20 0.03 0.11 0.18 0.39 0.10 0.08 0.08 0.02 0.22 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #6 MacArthur Blvd (NS) at Birch St (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.680 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 3 1 0 1 1 0 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 119 857 31 48 858 165 304 277 42 109 500 210 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 127 917 33 51 918 177 304 277 42 109 500 210 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 84 0 59 125 3 21 41 0 0 72 46 Initial Fut: 127 1001 33 110 1043 180 325 318 42 109 572 256 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: 127 1001 33 110 1043 180 325 318 42 109 572 256 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 127 1001 33 110 1043 180 325 318 42 109 572 256 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: 127 1001 33 110 1043 180 325 318 42 109 572 256 ------------|---------------||---------------||---------------||---------------| 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 3.41 0.59 1.43 1.39 0.18 1.00 1.38 0.62 Final Sat.: 1600 4800 1600 1600 5460 940 2284 2224 293 1600 2211 989 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.08 0.21 0.02 0.07 0.19 0.19 0.14 0.14 0.14 0.07 0.26 0.26 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #7 MacArthur Blvd (NS) at Von Karman Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.569 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 1 0 3 0 1 1 0 1 1 0 2 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 37 794 273 56 908 47 98 141 194 612 89 89 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 40 850 292 60 972 50 98 141 194 612 89 89 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 91 18 0 119 0 0 0 0 15 0 0 Initial Fut: 40 941 310 60 1091 50 98 141 194 627 89 89 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: 40 941 310 60 1091 50 98 141 194 627 89 89 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 941 310 60 1091 50 98 141 194 627 89 89 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: 40 941 310 60 1091 50 98 141 194 627 89 89 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 1.00 1.00 1.00 2.00 0.50 0.50 Final Sat.: 1600 4800 1600 1600 4800 1600 1600 1600 1600 3200 800 800 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.20 0.19 0.04 0.23 0.03 0.06 0.09 0.12 0.20 0.11 0.11 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #8 MacArthur Blvd (NS) at Jamboree Dr (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.806 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: D ******************************************************************************** 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: Ovl Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 1 2 0 3 0 1 2 0 3 1 0 3 0 3 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 258 664 312 151 1439 387 248 939 50 452 994 198 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 Initial Bse: 276 710 334 162 1540 414 265 1005 54 484 1064 212 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 8 65 104 24 73 41 32 298 10 152 319 13 Initial Fut: 284 775 438 186 1613 455 297 1303 64 636 1383 225 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: 284 775 438 186 1613 0 297 1303 64 636 1383 225 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 284 775 438 186 1613 0 297 1303 64 636 1383 225 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: 284 775 438 186 1613 0 297 1303 64 636 1383 225 OvlAdjVol: 226
------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 2.00 3.00 1.00 2.00 3.81 0.19 3.00 3.00 1.00 Final Sat.: 3200 4800 1600 3200 4800 1600 3200 6103 297 4800 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.09 0.16 0.27 0.06 0.34 0.00 0.09 0.21 0.21 0.13 0.29 0.14 OvlAdjV/S: 0.14
Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #9 MacArthur Blvd (NS) at Bison Ave (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.660 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Ignore Ovl Ignore Ovl Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 4 0 1 2 0 4 0 1 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 142 2315 140 157 2450 226 188 210 205 257 215 109 Growth Adj: 1.08 1.08 1.08 1.08 1.08 1.08 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 153 2500 151 170 2646 244 188 210 205 257 215 109 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 4 148 24 0 196 11 5 55 2 11 36 0 Initial Fut: 157 2648 175 170 2842 255 193 265 207 268 251 109 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 157 2648 0 170 2842 255 193 265 0 268 251 109 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 157 2648 0 170 2842 255 193 265 0 268 251 109 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 157 2648 0 170 2842 255 193 265 0 268 251 109 OvlAdjVol: 159 24 ------------|---------------||---------------||---------------||---------------| 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 4.00 1.00 2.00 4.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 6400 1600 3200 6400 1600 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.41 0.00 0.05 0.44 0.16 0.06 0.08 0.00 0.08 0.08 0.07 OvlAdjV/S: 0.10 0.02 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #10 Jamboree Dr (NS) at Campus Dr (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.670 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Ignore Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 1 0 2 0 2 1 0 2 0 2 0 1 2 0 2 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 73 1141 482 183 1343 143 175 586 192 202 334 152 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 78 1221 516 196 1437 153 175 586 192 202 334 152 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 10 282 5 46 295 2 1 1 20 10 1 98 Initial Fut: 88 1503 521 242 1732 155 176 587 212 212 335 250 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: 88 1503 521 242 1732 155 176 587 0 212 335 250 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 88 1503 521 242 1732 155 176 587 0 212 335 250 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: 88 1503 521 242 1732 155 176 587 0 212 335 250 ------------|---------------||---------------||---------------||---------------| 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 3.00 1.00 2.00 2.75 0.25 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3200 4800 1600 3200 4406 394 3200 3200 1600 3200 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.31 0.33 0.08 0.39 0.39 0.06 0.18 0.00 0.07 0.10 0.16 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #11 Jamboree Rd (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.531 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 1 1 0 0 3 1 1 0 0 0 0 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 728 1470 828 0 898 741 0 0 0 0 0 0 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 779 1573 886 0 961 793 0 0 0 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 23 339 30 0 262 104 0 0 0 0 0 0 Initial Fut: 802 1912 916 0 1223 897 0 0 0 0 0 0 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 802 1912 0 0 1223 897 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 802 1912 0 0 1223 897 0 0 0 0 0 0 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 802 1912 0 0 1223 897 0 0 0 0 0 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: 2.00 3.00 1.00 0.00 3.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 3200 4800 1600 0 4800 3200 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.25 0.40 0.00 0.00 0.25 0.28 0.00 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #12 Jamboree Rd (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.695 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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: Permitted Protected Protected Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 4 1 0 0 0 4 0 0 1 1 1 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 1820 76 0 964 0 961 860 1029 0 0 0 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1947 81 0 1031 0 961 860 1029 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 224 0 0 260 0 154 9 48 0 0 0 Initial Fut: 0 2171 81 0 1291 0 1115 869 1077 0 0 0 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: 0 2171 81 0 1291 0 1115 869 1077 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 2171 81 0 1291 0 1115 869 1077 0 0 0 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: 0 2171 81 0 1291 0 1115 869 1077 0 0 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 4.82 0.18 0.00 4.00 0.00 1.69 1.31 2.00 0.00 0.00 0.00 Final Sat.: 0 7711 289 0 6400 0 2698 2102 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.28 0.28 0.00 0.20 0.00 0.41 0.41 0.34 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #13 Jamboree Rd (NS) at Eastbluff Dr/University Ave (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.625 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3 0 1 2 0 3 0 1 1 1 0 0 1 1 1 1 0 1 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 46 1498 207 142 1485 423 215 90 21 238 111 136 Growth Adj: 1.07 1.07 1.07 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 49 1603 221 152 1589 453 215 90 21 238 111 136 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 238 46 1 287 20 8 0 0 70 0 1 Initial Fut: 49 1841 267 153 1876 473 223 90 21 308 111 137 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 49 1841 267 153 1876 473 223 90 21 308 111 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 49 1841 267 153 1876 473 223 90 21 308 111 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 49 1841 267 153 1876 473 223 90 21 308 111 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: 1.00 3.00 1.00 2.00 3.00 1.00 1.42 0.58 1.00 2.00 1.00 1.00 Final Sat.: 1600 4800 1600 3200 4800 1600 2280 920 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.38 0.17 0.05 0.39 0.30 0.10 0.10 0.01 0.10 0.07 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Campus Dr (NS) at Bristol St North (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.564 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 3 0 0 0 0 4 0 3 0 0 0 0 0 1 0 3 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 482 1605 0 0 275 240 0 0 0 208 1077 238 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: 482 1605 0 0 275 240 0 0 0 208 1077 238 Added Vol: 0 0 0 0 0 0 0 0 0 2 9 0 PasserByVol: 0 7 0 0 7 0 0 0 0 21 135 0 Initial Fut: 482 1612 0 0 282 240 0 0 0 231 1221 238 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: 482 1612 0 0 282 240 0 0 0 231 1221 238 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 482 1612 0 0 282 240 0 0 0 231 1221 238 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: 482 1612 0 0 282 240 0 0 0 231 1221 238 ------------|---------------||---------------||---------------||---------------| 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 3.00 0.00 0.00 4.00 3.00 0.00 0.00 0.00 1.00 3.35 0.65 Final Sat.: 3200 4800 0 0 6400 4800 0 0 0 1600 5356 1044 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.15 0.34 0.00 0.00 0.04 0.05 0.00 0.00 0.00 0.14 0.23 0.23 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Campus Dr/Irvine Ave (NS) at Bristol St South (EW) ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.707 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 4 1 0 1 0 3 0 0 1 1 2 0 2 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 1103 282 96 378 0 980 1818 464 0 0 0 Growth Adj: 1.07 1.07 1.07 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 1180 302 96 378 0 980 1818 464 0 0 0 Added Vol: 0 0 -4 0 2 0 0 -3 0 0 0 0 PasserByVol: 0 2 14 0 28 0 5 93 0 0 0 0 Initial Fut: 0 1182 312 96 408 0 985 1908 464 0 0 0 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: 0 1182 312 96 408 0 985 1908 464 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1182 312 96 408 0 985 1908 464 0 0 0 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: 0 1182 312 96 408 0 985 1908 464 0 0 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 4.00 1.00 1.00 3.00 0.00 1.36 2.64 2.00 0.00 0.00 0.00 Final Sat.: 0 6400 1600 1600 4800 0 2179 4221 3200 0 0 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.18 0.19 0.06 0.09 0.00 0.45 0.45 0.15 0.00 0.00 0.00 Crit Moves: **** **** ****
******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Birch St (NS) at Bristol St North (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.692 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 2 0 2 0 0 0 0 1 1 2 0 0 0 0 0 1 1 2 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 96 1051 0 0 103 98 0 0 0 387 1306 203 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: 96 1051 0 0 103 98 0 0 0 387 1306 203 Added Vol: 0 0 0 0 0 0 0 0 0 26 11 10 PasserByVol: 11 64 0 0 30 33 0 0 0 40 114 6 Initial Fut: 107 1115 0 0 133 131 0 0 0 453 1431 219 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: 107 1115 0 0 133 131 0 0 0 453 1431 219 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 107 1115 0 0 133 131 0 0 0 453 1431 219 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: 107 1115 0 0 133 131 0 0 0 453 1431 219 ------------|---------------||---------------||---------------||---------------| 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 2.00 0.00 0.00 2.00 2.00 0.00 0.00 0.00 1.00 3.60 0.40 Final Sat.: 3200 3200 0 0 3200 3200 0 0 0 1600 5763 637 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.35 0.00 0.00 0.04 0.04 0.00 0.00 0.00 0.28 0.25 0.34 Crit Moves: **** **** ******************************************************************************** Traffix 7.9.0215 (c) 2008 Dowling Assoc.
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ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Birch St (NS) at Bristol St South (EW)
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.522 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 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 Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 1 1 2 0 2 0 0 1 1 2 1 0 0 0 0 0 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 385 381 165 326 0 755 1213 209 0 0 0 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: 0 385 381 165 326 0 755 1213 209 0 0 0 Added Vol: 0 0 0 26 0 0 0 -7 0 0 0 0 PasserByVol: 0 40 3 46 24 0 35 65 6 0 0 0 Initial Fut: 0 425 384 237 350 0 790 1271 215 0 0 0 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: 0 425 384 237 350 0 790 1271 215 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 425 384 237 350 0 790 1271 215 0 0 0 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: 0 425 384 237 350 0 790 1271 215 0 0 0 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module: