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CC SR 20210921 J - Western Ave Right Turn Lane Staff Report CITY COUNCIL MEETING DATE: 09/21/2021 AGENDA REPORT AGENDA HEADING: Consent Calendar AGENDA TITLE: Consideration and possible action to enter into a cooperative agreement with the California Department of Transportation for design and construction of a right -turn lane for northbound Western Avenue approaching Westmont Drive/Delasonde Drive. RECOMMENDED COUNCIL ACTION: (1) Execute a Cooperative Agreement, in a form approved by the City Attorney, with the California Department of Transportation (Caltrans) for design and construction of a right-turn lane for northbound Western Avenue approaching Westmont Drive/Delasonde Drive; and, (2) Authorize the Mayor and City Clerk to execute the Cooperative Agreement. FISCAL IMPACT: The cost for design and construction of the right-turn lane, in the amount of $200,000, will be funded through the Fiscal Year 2021- 2022 Capital Improvement Plan, through which $305,000 is appropriated for this project. Amount Budgeted: $305,000 Additional Appropriation: N/A Account Number(s): 215-400-8809-8804 (Prop C – Western Ave.Traffic Congestion/Arterial St. Improvement) ORIGINATED BY: Sean Lopez, EIT, Assistant Engineer REVIEWED BY: Ramzi Awwad, Director of Public Works APPROVED BY: Ara Mihranian, AICP, City Manager ATTACHED SUPPORTING DOCUMENTS: A. Cooperative Agreement with Caltrans (page A-1) B. Right Turn Analysis for Western Avenue Corridor Technical Memorandum (page B-1) BACKGROUND: As part of larger efforts to mitigate traffic congestion on Western Avenue, Staff took an initial step (through a consultant) of analyzing the intersections on Western Avenue to 1 determine if right-turn lanes would improve traffic operations or safety (Attachment B). Right-turn lanes may provide traffic operations benefits in the form of reducing delay at intersections by removing slower moving right-turning vehicles from the through-traffic stream and providing them with exclusive lane operations. Additiona lly, right-turn lanes may enhance safety by reducing the conflict between decelerating vehicles preparing to turn right and through-vehicles. The results of the analysis were subject to review by Caltrans, which owns Western Avenue, and any recommendations for implementation of such lanes required Cal trans approval. DISCUSSION: There are three primary considerations that Caltrans uses when deciding approval of a right-turn lane. These are the number of right-turning vehicles in the peak hour; collision history, and a reduction in vehicle delay. For purposes of this discussion, the study intersections along the Western Avenue Corridor consist of the following: • Avenida Aprenda • Delasonde Drive/Westmont Drive • Toscanini Drive • Caddington Drive • Trudie Drive/West Capitol Drive • Park Western Drive • Crestwood Drive • West Santa Cruz Street • West 1st Street • South Weymouth Avenue • Bynner Drive • West 9th Street • South Dodson Avenue • West 19th Street Caltrans approves right-turn lanes at locations where right-turn volumes exceed 300 vehicles per hour in either the morning, mid-day, or evening rush hour. To determine if any locations on Western Avenue meet this threshold, Staff obtained traffic volume data during the period of one day in the middle of the week between May 22, 2019 and June 6, 2019. The traffic volumes showed that none of the study intersections met the Caltrans approval threshold. To determine if right-turn lanes could enhance safety at any of the intersections on Western Avenue, an analysis of reported collisions between 2016 to 2018 was conducted. The collision analysis did not reveal a collision trend that could be mitigated with right- turn lanes along the study intersections. Finally, Staff conducted a traffic simulation analysis to determine if right-turn lanes could reduce delay at any of the above intersections on Western Avenue. The analysis showed 2 that delay could be significantly reduced only for the northbound approach of Western Avenue at Westmont Drive/Delasonde Drive. Right-turn lanes at the other study intersections did not create noticeable improvements in delays. Based on this analysis, Caltrans approved the installation of a northbound right-turn lane on Western Avenue approaching Westmont Drive/Delasonde Drive (Right-Turn Lane). Around the same time that Staff prepared to develop construction plans and specifications for the Westmont Drive/Delasonde Drive right-turn lane, the City learned that Caltrans was proposing a bike lanes and pedestrian improvements project along a long stretch of Western Avenue, including in Rancho Palos Verdes (Bike Lanes Project). Staff determined that the most cost-effective and least disruptive way to build the right-turn lane is to partner with Caltrans to include the improvements in the project. The City programmed $305,000 (based on early concept estimates) into the Fiscal Year 2021 - 2022 Capital Improvement Plan, whereas Caltrans has now calculated the total cost of design and construction to be $200,000. A Cooperative Agreement (Attachment A) is required for Caltrans to proceed with design and construction of the right-turn lane. Caltrans will maintain the right-turn lane post-construction. ADDITIONAL INFORMATION: Construction of the Westmont Drive/Delasonde Drive right-turn lane through this Cooperative Agreement depends on the Bike Lanes Project moving forward to construction. Should that project be delayed, construction of the right-turn lane may likewise be delayed. If the Bike Lanes Project is not built, the City would then need to design and construct the Westmont Drive/Delasonde Drive right-turn lane independently. This would likely be at a higher cost, which has not yet been estimated. The Traffic Safety Committee received a presentation from Caltrans on the Bike Lanes Project on March 8, 2021 and did not have any objections. Caltrans will hold a virtual public meeting about the project on September 30, 2021, and the City Council is scheduled to receive a presentation from Caltrans about the project on October 19, 2021. Installation of the right-turn lane is an interim measure while the Western Avenue Traffic Congestion Mitigation Project (Congestion Mitigation Project) is ongoing. The Congestion Mitigation Project will again analyze all intersections to determine if any conditions have changed or if any other factors could be considered to warrant additional right-turn lanes. Additionally, the Congestion Mitigation Project will consider a broader array of measures such as signal optimization, access management, and other traffic operations improvements. The City will coordinate the Congestion Mitigation Project with the City of Lomita and the City of Los Angeles to ensure that improvements in the City meet the intended goals. The Congestion Mitigation Project has been approved for a Measure M Multi -Year Subregional Programs grant. However, design and construction of the right -turn lane is not eligible for funding from that grant because the grant funds a re only authorized for development of a concept plan and environmental documents at this time. Funding for design and construction of improvements will only be authorized after approval of a concept plan. Staff recommends proceeding with the right-turn lane at the City’s cost so 3 that users of Western Avenue may receive the benefits of the project at the earliest opportunity; rather than waiting for the Congestion Mitigation Project, which may take a few years to go through design, Caltrans approval, and construction. Moving forward with construction at this time also allows for some efficiencies to be realized by including the work in a Caltrans project and avoiding the effect of inflation over the next few years. CONCLUSION: Staff recommends entering into a cooperative agreement with Caltrans for design and construction of a right-turn lane for northbound Western Avenue approaching Westmont Drive/Delasonde Drive to improve traffic operations at that intersection in advance of the Congestion Mitigation Project. ALTERNATIVES: In addition to Staff recommendation, the following alternative action is available for the City Council’s consideration: 1. Do not enter the cooperative agreement, and pursue design and construction of the Delasonde Drive/Westmont Drive right-turn lane as an independent project; 2. Take other action, as deemed appropriate. 4 07-LA-213-0.0/8.0 EA: 30661 Project Number: 0718000286 Agreement 07-5232 1 COOPERATIVE AGREEMENT FOR LOCAL IMPROVEMENTS This AGREEMENT, executed on and effective from ________________, is between the State of California, acting through its Department of Transportation, referred to as CALTRANS, and: City of Rancho Palos Verdes, a body politic and municipal corporation or chartered city of the State of California, referred to hereinafter as CITY. RECITALS 1. CALTRANS and CITY, collectively referred to as PARTIES, pursuant to California Streets and Highways Code Sections 114, 130 and 131 are authorized to enter into a Cooperative Agreement for improvements on State highways within the City of Rancho Palos Verdes. 2. For this AGREEMENT, upgrading existing curb ramps to comply with current American with Disabilities Act (ADA) standards along State Route 213 (Western Avenue) from 25th Street (PM 0.0) to Carson Street (PM 8.0) in the Cities of Los Angeles, Ranchos Palos Verdes, Lomita, and Torrance will be referred to hereinafter as CALTRANS PROJECT. 3. CITY has requested, or CALTRANS needs, to incorporate the work described in the Scope Summary as part of the CALTRANS PROJECT, referred to herein as IMPROVEMENTS and CITY is willing to reimburse all costs associated with it, as documented in the Funding Summary. The Scope Summary and Funding Summary are attached to and made an express part of this AGREEMENT. 4. All obligations and responsibilities assigned in this AGREEMENT to complete the IMPROVEMENTS will be referred to hereinafter as WORK. 5. PARTIES intend to define herein the terms and conditions under which WORK for IMPROVEMENTS are performed and financed. A-1 07-LA-213-0.0/8.0 EA: 30661 Project Number: 0718000286 Agreement 07-5232 2 SECTION I CALTRANS AGREES: 1. To administer the construction contract for the CALTRANS PROJECT and have the contractor complete the IMPROVEMENTS as a part of the CALTRANS PROJECT. 2. To segregate accumulated charges for all costs to be paid by CITY towards IMPROVEMENTS pursuant to this AGREEMENT. 3. If CALTRANS anticipates that funding will be insufficient to complete WORK, CALTRANS will promptly notify CITY. CALTRANS may be required to stop WORK until additional funding is secured. 4. After PARTIES agree that WORK is complete for the IMPROVEMENTS, CALTRANS will submit a final accounting for all costs. Based on the final accounting, CALTRANS will refund or invoice as necessary in order to satisfy the financial commitments of this AGREEMENT. SECTION II CITY AGREES: 1. To be responsible for establishing the scope of the IMPROVEMENTS, as defined in the Scope Summary. 2. To fund IMPROVEMENTS as provided in the Funding Summary of this AGREEMENT. 3. To make all arrangements and provide CALTRANS’ contractor with permits to enter and perform work outside of CALTRANS’ right-of-way if such permits are necessary to work on IMPROVEMENTS. SECTION III IT IS MUTUALLY AGREED: 1. All portions of this AGREEMENT, including the Recitals Section, are enforceable. 2. All CALTRANS’ obligations under this AGREEMENT are subject to the appropriation of resources by the Legislature, the State Budget Act authority, programming, and allocation of funds by the California Transportation Commission (CTC). A-2 07-LA-213-0.0/8.0 EA: 30661 Project Number: 0718000286 Agreement 07-5232 3 3. The cost of IMPROVEMENTS performed by CALTRANS includes all direct and applicable indirect costs. CALTRANS calculates indirect costs based solely on the type of funds used to pay support costs. State and federal funds administered by CALTRANS are subject to the current Program Functional Rate. All other funds are subject to the current Program Functional Rate and the current Administration Rate. The Program Functional Rate and Administration Rate are adjusted periodically. In accordance with California Senate Bill 848, the Administration Rate is capped at 10 percent until January 1, 2022, for Self-Help Counties with a countywide sales tax measure dedicated to transportation improvements. 4. CITY’s total obligation for IMPROVEMENTS is estimated in the amount of $200,000. 5. IMPROVEMENTS costs shall not be increased unless it is a result of: • Material modifications based on approved plans and specifications by CITY. • The failure by CITY to perform its obligations under this AGREEMENT following written notice from CALTRANS to CITY. • Unforeseen conditions that are discovered during the performance of the IMPROVEMENTS. • If all responsible bids come over the engineer’s estimate and CALTRANS chooses to award the contract. 6. CALTRANS will invoice and CITY will reimburse for a deposit of $70,000 after execution of this AGREEMENT. This deposit is the estimated cost of PS&E WORK. 7. Thereafter, CALTRANS will invoice and CITY will reimburse for an additional lump sum (single payment) of $130,000 after the contract has been awarded and forty-five (45) working days prior to the commencement of Construction. CALTRANS needs CITY approval before proceeding with WORK that exceeds $20,000 above the costs defined below. 8. CITY will pay invoices within forty-five (45) calendar days of receipt of invoice when not paying with Electronic Funds Transfer (EFT). When paying with EFT, CITY will pay invoices within five (5) calendar days of receipt of invoice. 9. In the event the costs of IMPROVEMENTS exceed the estimate per the terms of AGREEMENT, CALTRANS may submit supplemental billings to CITY requesting additional funds. CALTRANS will provide detailed accounting of all costs with each billing. Should those additional costs remain unpaid, CALTRANS reserves right to stop WORK on IMPROVEMENTS until additional funding is secured or complete IMPROVEMENTS and commence legal means to recover those costs. A-3 07-LA-213-0.0/8.0 EA: 30661 Project Number: 0718000286 Agreement 07-5232 4 10. CALTRANS will accept operation, maintenance and ownership or title to all materials or equipment installed as part of IMPROVEMENTS. 11. HM-1 is hazardous material (including, but not limited to, hazardous waste) that may require removal and disposal pursuant to federal or state law, whether it is disturbed by the CALTRANS PROJECT or not. HM-2 is hazardous material (including, but not limited to, hazardous waste) that may require removal and disposal pursuant to federal or state law only if disturbed by the CALTRANS PROJECT. The management activities related to HM-1 and HM-2, including and without limitation, any necessary manifest requirements and disposal facility designations are referred to herein as HM-1 MANAGEMENT and HM-2 MANAGEMENT respectively. 12. If HM-1 or HM-2 is found the discovering PARTY will immediately notify all other PARTIES. 13. CALTRANS, independent of the CALTRANS PROJECT, is responsible for any HM-1 found within the existing State Highway System right-of-way. CALTRANS will undertake, or cause to be undertaken, HM-1 MANAGEMENT with minimum impact to the CALTRANS PROJECT schedule. CALTRANS will pay, or cause to be paid, the cost of HM-1 MANAGEMENT for HM-1 found within the existing State Highway System right-of-way with funds that are independent of the funds obligated in this AGREEMENT. 14. CALTRANS is responsible for HM-2 MANAGEMENT within the CALTRANS PROJECT limits. CITY and CALTRANS will comply with the Soil Management Agreement for Aerially Deposited Lead Contaminated Soils (Soil Management Agreement) executed between CALTRANS and the California Department of Toxic Substances Control (DTSC). Under Section 3.2 of the Soil Management Agreement, CALTRANS, and CITY each retain joint and severable liability for noncompliance with the provisions of the Soil Management Agreement. CITY will assume all responsibilities assigned to CALTRANS in the Soil Management Agreement during CALTRANS PROJECT COMPONENTS for which they are the IMPLEMENTING AGENCY except for final placement and burial of soil within the State right-of-way, per Section 4.5 of the Soil Management Agreement, which is subject to CALTRANS concurrence and reporting to DTSC which will be performed by CALTRANS. Each PROJECT COMPONENT is defined in the CALTRANS Workplan Standards Guide as a distinct group of activities/products in the project planning and development process. The IMPLEMENTING AGENCY is the PARTY responsible for managing the scope, cost, schedule, and quality of the work activities and products of a PROJECT COMPONENT. A-4 07-LA-213-0.0/8.0 EA: 30661 Project Number: 0718000286 Agreement 07-5232 5 15. CALTRANS’ acquisition or acceptance of title to any property on which any HM-1 or HM-2 is found will proceed in accordance with CALTRANS’ policy on such acquisition. 16. CITY, independent of the CALTRANS PROJECT, is responsible for any HM-1 found within the CALTRANS PROJECT limits and outside the existing State Highway System right-of- way. CITY will undertake, or cause to be undertaken, HM-1 MANAGEMENT with minimum impact to the CALTRANS PROJECT schedule. CITY will pay, or cause to be paid, the cost of HM-1 MANAGEMENT for HM-1 found within the CALTRANS PROJECT limits and outside of the existing State Highway System right-of-way with funds that are independent of the funds obligated in this AGREEMENT. 17. Neither CALTRANS nor any officer or employee thereof is responsible for any injury, damage, or liability occurring by reason of anything done or omitted to be done by CITY, its contractors, sub-contractors and/or its agents under or in connection with any work, authority, or jurisdiction conferred upon CITY or under this AGREEMENT. It is understood and agreed that CITY, to the extent permitted by law, will defend, indemnify, and save harmless CALTRANS and all of its officers and employees from all claims, suits, or actions of every name, kind and description brought forth under, but not limited to, tortious, contractual, inverse condemnation, or other theories or assertions of liability occurring by reason of anything done or omitted to be done by CITY, its contractors, sub-contractors and/or its agents under this AGREEMENT. 18. Neither CITY nor any officer or employee thereof is responsible for any injury, damage, or liability occurring by reason of anything done or omitted to be done by CALTRANS, its contractors, sub-contractors and/or its agents under or in connection with any work, authority, or jurisdiction conferred upon CALTRANS or under this AGREEMENT. It is understood and agreed that CALTRANS, to the extent permitted by law, will defend, indemnify, and save harmless CITY and all of its officers and employees from all claims, suits, or actions of every name, kind and description brought forth under, but not limited to, tortious, contractual, inverse condemnation, or other theories or assertions of liability occurring by reason of anything done or omitted to be done by CALTRANS, its contractors, sub-contractors and/or its agents under this AGREEMENT. 18. This AGREEMENT will terminate upon completion of the CALTRANS PROJECT and all parties have met all scope, cost, and schedule commitments included in this AGREEMENT and have signed a Cooperative Agreement Closure Statement, which is a document signed by parties that verifies the completion of WORK for IMPROVEMENTS. However, all indemnification, document, retention, audit, claims, environmental commitment, legal challenge, hazardous material, operation, maintenance, and ownership articles will remain in effect until terminated or modified in writing by mutual agreement. A-5 07-LA-213-0.0/8.0 EA: 30661 Project Number: 0718000286 Agreement 07-5232 6 CONTACT INFORMATION The information provided below indicates the primary contact information for each PARTY to this AGREEMENT. PARTIES will notify each other in writing of any personnel or location changes. Contact information changes do not require an amendment to this AGREEMENT. CALTRANS Bartt R. Gunter, Project Manager 100 S Main Street Los Angeles, CA 90012 Phone: (213) 793-9281 Email: Bartt.Gunter@dot.ca.gov CITY OF RANCHO PALOS VERDES Ron Dragoo, City Engineer 30940 Hawthorne Boulevard Rancho Palos Verdes, CA 90275 Phone: (310) 544-5252 Email: Rond@rpvca.gov Ramzi Awwad, Director of Public Works 30940 Hawthorne Boulevard Rancho Palos Verdes, CA 90275 Office Phone (310) 544-5292 Mobile Phone (310) 544-5275 Email: Rawwad@rpvca.gov A-6 07-LA-213-0.0/8.0 EA: 30661 Project Number: 0718000286 Agreement 07-5232 7 SIGNATURES PARTIES are empowered by the law to enter into this AGREEMENT and have delegated to the undersigned the authority to execute this AGREEMENT on behalf of the respective agencies and covenants to have followed all the necessary legal requirements to validly execute this AGREEMENT. This AGREEMENT may be executed and delivered in counterparts, and by each PARTY in a separate counterpart, each of which when so executed and delivered shall constitute an original and all of which taken together shall constitute one and the same instrument. The PARTIES acknowledge that executed copies of this AGREEMENT may be exchanged by facsimile or email, and that such copies shall be deemed to be effective as originals. STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION By: Tony Tavares District Director VERIFIED OF FUNDS & AUTHORITY: By: Vickie Murphy District Budget Manager APPROVED AS TO FORM & PROCEDURE: By: Meera Danday Attorney for Department of Transportation CERTIFIED AS TO FINANCIAL TERMS & POLICIES: By: ______________________________ Darwin Salmos HQ Accounting Supervisor CITY OF RANCHO PALOS VERDES By: Eric Alegria City Mayor ATTEST: By: Teresa Takaoka City Clerk APPROVED AS TO FORM & PROCEDURE: By: William W. Wynder City Attorney A-7 07-LA-213-0/8 EA: 30661 Project Number: 0718000286 Agreement 07-5232 8 SCOPE SUMMARY Project Location: District 7 on State Route-213 in Los Angeles County in the City of Rancho Palos Verdes Scope of Work: Design, administration, and construction of a right turn lane on Northbound Western Avenue at the intersection of Westmont Drive in the City of Rancho Palos Verdes at PM 3.2 FUNDING SUMMARY FOR IMPROVEMENTS No. 1 FUNDING TABLE FOR IMPROVEMENTS No. 1 All Funds Shown Are Estimates. IMPLEMENTING AGENCY CALTRANS CALTRANS CALTRANS Totals Source Fund Type PS&E Construction Support Construction Capital LOCAL Local $70,000 $25,000 $105,000 $200,000 Totals $70,000 $25,000 $105,000 $200,000 A-8 Memorandum TO: Ron Dragoo, PE City Engineer FROM: Nicolle Spann, TE Assistant Engineer DATE: August 27, 2020 SUBJECT: Right Turn Analysis for Western Avenue Corridor Technical Memorandum BACKGROUND The City of Rancho Palos Verdes prepared a concept plan to install right turn lanes at intersections identified in Table 1 and some driveways along Western Avenue between Avenue Aprenda and Morse Drive/19th Street. Caltrans reviewed the concept plans and turning movement counts and provided recommendations on intersections that should have right-turn pockets. Caltrans requested additional traffic analysis to determine if there are any other factors that may warrant the need for right turn pockets. Regardless of the operational improvements, Caltrans will not allow right turn pockets at driveways on Western Avenue unless a dedicated right turn lane is constructed. The road would have to be widened in order to fit dedicated right turn lanes at driveways on Western Avenue. Therefore, it is not recommended to install right turn lanes at driveways on Western Avenue. The concept plans with the proposed right-turn lanes are in Attachment A. The following technical memorandum provides additional traffic analysis and recommendations for adding right turn lanes. Table 1 - Western Avenue Study Intersections No. Western Avenue Intersection Traffic Control 1 Avenue Aprenda Signalized 2 Delasondre Dr/Westmont Dr Signalized 3 Toscanini Dr Signalized 4 Caddington Dr Signalized 5 Capitol Dr/Trudie Dr Signalized 6 Park Western Dr Signalized 7 Crestwood Dr Signalized 8 Santa Cruz St 1-Way Stop (EB) 9 1st St Signalized 10 Weymouth Pl Signalized 11 Bynner Dr Signalized 12 9th St Signalized 13 Dodson Ave 1-Way Stop (WB) 14 Morse Dr/19th St Signalized B-1 City of Rancho Palos Verdes Right Turn Analysis for Western Avenue Corridor August 27, 2020 Page 2 Data Collection Turning movement counts were collected at the 14 study intersections on the Western Avenue Corridor between May 22, 2019 and June 6, 2019. The existing peak hour turning movement counts at the 14 study intersections are in Attachment B. Collision Analysis The FHWA summarizes the potential benefits for a right turn lane are primarily benefitting traffic operations. However, a dedicated right turn lane may mitigate safety concerns if there is a high number of right turn related or rear-end collisions due to blockage of the through movement. A dedicated right turn lane with a bike buffer may provide an additional safety benefit. An analysis of the reported collision history on Western Avenue between 2016-2018 was done to identify collision trends that may be mitigated with right turn lanes. Table 2 summarizes the total rear end or right turn related collisions at each intersection in the 3-year study period. Based on the low collision history at the 14 intersections, the installation of right turn lanes is not warranted at this time. Table 2 - Western Avenue Collision Summary No. Western Avenue Intersection 3-Year Collisions 1 Avenue Aprenda 1 2 Delasondre Dr /Westmont Dr 4 3 Toscanini Dr 1 4 Caddington Dr 1 5 Capitol Dr/Trudie Dr 3 6 Park Western Dr 1 7 Crestwood Dr 2 8 Santa Cruz St 0 9 1st St 0 10 Weymouth Pl 0 11 Bynner Dr 0 12 9th St 0 13 Dodson Ave 0 14 Morse Dr/19th St 0 B-2 City of Rancho Palos Verdes Right Turn Analysis for Western Avenue Corridor August 27, 2020 Page 3 ANALYSIS A preliminary analysis of the need for right turn lanes on Western Avenue was conducted by Caltrans staff based on traffic volumes only. The following table summarizes the preliminary recommendations for right turn lanes at each intersection. Caltrans recommends the installation of right turn lanes where the right turn volumes are more than 300 vehicles in the peak hour. Based on the traffic volumes alone, Table 3 shows that no right-turn lanes are recommended at the 14 study intersections. Table 3 - Western Avenue Proposed Right Turn Lane Improvement Project No. Intersection NB Peak Hour Right Turn Volume (vph) SB Peak Hour Right Turn Volume (vph) Caltrans Recommended NB Right Turn Lane SB Right Turn Lane City Street Control AM PM AM PM 1 Avenue Aprenda Signalized 0 0 174 99 No No 2 Delasondre Dr/Westmont Dr Signalized 173 257 50 48 No No 3 Toscanini Dr Signalized 41 65 25 41 No No 4 Caddington Dr Signalized 0 0 63 156 No No 5 Capitol Dr/Trudie Dr Signalized 210 139 112 98 No No 6 Park Western Dr Signalized 236 143 1 5 No No 7 Crestwood Dr Signalized 126 235 142 118 No No 8 Santa Cruz St 1-Way Stop (EB) 1 4 16 36 No No 9 1st St Signalized 451 401 56 65 -1 No 10 Weymouth Pl Signalized 10 10 40 85 No No 11 Bynner Dr Signalized 2 5 14 28 No No 12 9th St Signalized 86 95 20 62 No No 13 Dodson Ave 1-Way Stop (WB) 47 65 0 0 No No 14 Morse Dr/19th St Signalized 115 141 39 96 No No A Level of Service analysis was completed for the AM and PM peak hours to compare the traffic signal operations of each intersection with and without the proposed right turn lanes. The Highway Capacity Manual 6th Edition (HCM) methodology in Synchro 9 software was utilized to compare the operations at the study intersections with and without the proposed right turn lanes. The procedures contained in the HCM published by the Transportation Research 1 There already is a dedicated right turn lane at this intersection approach. B-3 City of Rancho Palos Verdes Right Turn Analysis for Western Avenue Corridor August 27, 2020 Page 4 Board, are based upon determining the average total delay for drivers at the intersection. In these intersection analyses procedures, the operating conditions are defined in terms of Level of Service (LOS) which are associated with seconds of delay. The LOS is described as letter grades “A” through “F”. A detailed description of Level of Service and associated delay ranges, which relate to LOS, are contained in Attachment C. The LOS analysis at the project intersections were analyzed using the following four scenarios for the AM and PM peak hours: ▪ Existing conditions (2019); ▪ Existing conditions (2019) with the proposed right turn lanes; ▪ Opening Year (2024) without the proposed right turn lanes; ▪ Opening Year (2024) with the proposed right turn lanes. A 1.3% ambient growth rate was applied to the 2019 turning movement counts to estimate the 2024 turning movement counts. The 1.3% growth rate was taken from the 2010 Congestion Management Program (CMP) for the Palos Verdes area. The 1.3% growth rate was interpolated based on the CMP growth rates. Table 4 summarizes the LOS results of the four scenarios. The supporting intersection analyses worksheets with LOS calculations are contained in Attachment D. Based on the volume threshold guidelines identified by Caltrans and the City’s concerns with traffic flow operations on Western Avenue, right turn lanes are recommended when at least one of the following guidelines is satisfied: 1. More than 300 right-turning vehicles in the peak hour; 2. If the existing LOS is E or F and the addition of the right turn lane reduces delay. As shown in Table 4, the delay improves with the right turn lanes for each intersection. However, the delay is only slightly improved for some intersections and the operational improvement would barely be noticed by drivers. Only one intersection, Western Avenue at Delasondre Drive/ Westmont Drive had the LOS improve from a LOS E to a LOS D. All other intersections operate at acceptable levels without the addition of a right turn lane. B-4 City of Rancho Palos Verdes Right Turn Analysis for Western Avenue Corridor August 27, 2020 Page 5 Table 4 - Summary of Intersection Level of Service Analysis Legend XX.X LOS letter grade improved from existing conditions. XX.X Intersection delay improved, but did not affect the letter grade. XX.X Intersection delay worsened. XX.X Existing Failing LOS. (E or F) XXX Right Turn Volume greater than 300 vph. Yes Different recommendation from Caltrans’ recommendations. City Street Control AM PM AM PM Avenue Aprenda Signalized 0 0 174 99 18.8 B 16 B 17.9 B 14.1 B 19.4 B 16.3 B 18.5 B 14.3 B No No Delasondre Dr/Westmont Dr Signalized 173 257 50 48 52.6 D 57.9 E 38.2 D 43.1 D 54.4 D 60.1 E 38.5 D 42.2 D Yes No Toscanini Dr Signalized 41 65 25 41 29.6 C 26.7 C 24.9 C 22.3 C 30.5 C 27.3 C 25.7 C 22.8 C No No Caddington Dr Signalized 0 0 63 156 38.3 D 42.4 D 33.6 C 28.1 C 40.4 D 44 D 35.4 D 29.2 C No No Capitol Dr/Trudie Dr Signalized 210 139 112 98 28.8 C 41.3 D 22.8 C 27.3 C 29.6 C 42.2 D 23.2 C 37.6 D No No Park Western Dr Signalized 236 143 1 5 12.9 B 25.4 C 11.0 B 23.9 C 13.1 B 26.1 C 10.7 B 24.6 C No No Crestwood Dr Signalized 126 235 142 118 17.7 B 17.8 B 13.7 B 14.7 B 18.2 B 18.2 B 13.5 B 13.5 B No No Santa Cruz St 1-Way Stop (EB)1 4 16 36 49.1 E 25.1 D 49.1 E 24.3 C 51.4 F 25.8 D 51.4 F 24.9 C No No 1st St Signalized 451 401 56 65 22.4 C 31.6 C 19.0 B 26.2 C 21.1 C 33.4 C 19.5 B 26.8 C No No Weymouth Pl Signalized 10 10 40 85 76.8 E 26.8 C 61.2 E 31.0 C 78.9 E 27.5 C 78.1 E 26.1 C No No Bynner Dr Signalized 2 5 14 28 14.3 B 14.2 B 14.7 B 12.3 B 14.5 B 14.4 B 12.9 B 12.5 B No No 9th St Signalized 86 95 20 62 36.7 D 32.9 C 32.7 C 29.3 C 37.6 D 33.6 C 33.2 C 28.4 C No No Dodson Ave 1-Way Stop (WB)47 65 0 0 71.6 F 85.9 F 68.2 F 76.7 F 79.8 F 89.5 F 75.7 F 82.6 F No No Morse Dr/19th St Signalized 115 141 39 96 13.5 B 12.4 B 12.2 B 11.7 B 13.7 B 12.6 B 12.3 B 11.3 B No No LOS with Existing Condtions LOS With All Right Turn Lanes identified in Concept Plan AM PM AM PM AM PM AM PM Intersection NB Peak Hour Right Turn Volume (vph) SB Peak Hour Right Turn Volume (vph) 2024 LOS with Existing Condtions 2024 LOS With All Right Turn Lanes identified in Concept Plan Recommended NB Right Turn Lane SB Right Turn Lane B-5 City of Rancho Palos Verdes Right Turn Analysis for Western Avenue Corridor August 27, 2020 Page 6 The intersection of Western Avenue at Delasondre Drive/ Westmont Drive has a LOS E in the PM peak hour without the addition of right turn lanes. With a right turn lane in the northbound direction, the LOS improves to a LOS D in both 2019 and 2024. The delay for the right turn in the northbound approach improves from a delay of 77.1 (LOS F) to 29.2 (LOS C) with the addition of a right turn lane in the opening year (2024). The addition of a right turn lane im proves the LOS for the northbound approach and the overall intersection from a LOS E to an acceptable LOS D. Therefore, the installation of a northbound right turn lane is recommended on Western Avenue at Delasondre Drive/ Westmont Drive. It is recommended to install the right turn lane when the Western Avenue beautification project is constructed with a 2024 opening year. The intersection of Western Avenue/ Dodson Avenue is a one-way stop-controlled intersection and experiences a LOS F for both peak hours. With the addition of the right turn lane in the northbound direction, the intersection delay improves slightly from 71.6 seconds to 68.2 seconds in the AM peak hour and from 85.9 seconds to 76.7 seconds in the PM peak hour. The flow on Western Avenue is uninterrupted and the northbound right turn is a free right turn lane. The primary reason for the delay and LOS F on Dodson Avenue is unrelated to the movements on Western Avenue or the right turning movements from Western Avenue to Dodson Avenue. Therefore, installation of a right turn lane on Western Avenue at Dodson Avenue is not recommended. Similar to the intersection of Western Avenue/ Dodson Avenue, the intersections of Western Avenue/ Santa Cruz Street and Western Avenue/ Weymouth Place have LOS E in the AM peak hours, but the addition of right turn lanes do not improve the operation of the intersection. Therefore, installation of a right turn lane at these intersections is not recommended. FINDINGS AND CONCLUSIONS Based on the results of the above analysis, we recommend the installation of a northbound right turn lane at the intersection of Western Avenue at Delasondre Drive/ Westmont Drive as a part of the Western Avenue Beautification Project. This right turn lane on Western Avenue would benefit the intersection and approach operationally, improving LOS and reducing delay. All other study intersections do not improve the operation of the intersection with the addition of a right turn lane and the installation of right turn lanes is not recommended at this time. B-6 City of Rancho Palos Verdes Right Turn Analysis for Western Avenue Corridor August 27, 2020 Page 7 Intersection Recommended NB Right Turn Lane SB Right Turn Lane City Street Avenue Aprenda No No Delasondre Dr/Westmont Dr Yes No Toscanini Dr No No Caddington Dr No No Capitol Dr/Trudie Dr No No Park Western Dr No No Crestwood Dr No No Santa Cruz St No No 1st St No No Weymouth Pl No No Bynner Dr No No 9th St No No Dodson Ave No No Morse Dr/19th St No No Attachments Attachment A: Concept Plans Attachment B: Turning Movement Counts Attachment C: Explanation of HCM Methodology Attachment D: LOS Calculations M01/108914 B-7 Attachment A Concept Plans B-8 TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) CITY OF RANCHO PALOS VERDES WESTERN AVENUE (SR-213) CONGESTION IMPROVEMENT CONCEPT PLAN SHEET OF 6 1" = 40' 1" = 40' M A T C H L I N E - S E E B E L O W L E F T MATCH LINE - SEE ABOVE RIGHTMATCH LINE - SEE SHEET 2W E S T E R N AV E N U E WEST E R N AVEN U E WESTERN AVENUE WESTERN AVENUE25th ST19th STMORSE DRDODSON AVE25th ST1 B-9 © 2 0 1 9 M i c r o s o f t C o r p o r a t i o n © 2 0 1 9 D i g i t a l G l o b e © C N E S ( 2 0 1 9 ) D i s t r i b u t i o n A i r b u s D S © 2 0 1 9 M i c r o s o f t C o r p o r a t i o n © 2 0 1 9 D i g i t a l G l o b e © C N E S ( 2 0 1 9 ) D i s t r i b u t i o n A i r b u s D S © 2 0 1 9 M i c r o s o f t C o r p o r a t i o n © 2 0 1 9 D i g i t a l G l o b e © C N E S ( 2 0 1 9 ) D i s t r i b u t i o n A i r b u s D S TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) CITY OF RANCHO PALOS VERDES WESTERN AVENUE (SR-213) CONGESTION IMPROVEMENT CONCEPT PLAN SHEET OF 6 1" = 40' 1" = 40'MATCH LINE - SEE SHEET 1MATCH LINE - SEE BELO W LEFTMATCH LINE - SEE ABOVE RIGHTMA T C H L I N E - S E E S H E E T 3 WESTERN AVENUE WE S T E R N AV E N U E WE S T E R N AV E N U E WES T E R N AVE N U E9th ST9th STBYNNER DRBYNNER DRWEYMOUTH AVE W E Y M O U T H P L 1st ST 1 s t S T 2 B-10 TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) CITY OF RANCHO PALOS VERDES WESTERN AVENUE (SR-213) CONGESTION IMPROVEMENT CONCEPT PLAN SHEET OF 6MATCH LINE - SEE SHEET 2MATCH LINE - SEE SHEET 4WESTERN AVENUE WESTERN AVENUESANTA CRUZ STSUMMERLAND AVECRESTWOOD STPARK WESTERN DR1" = 40'CRESTWOOD ST3 B-11 © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) 1" = 40'MATCH LINE - SEE SHEET 3MATCH LINE - SEE SHEET 5CITY OF RANCHO PALOS VERDES WESTERN AVENUE (SR-213) CONGESTION IMPROVEMENT CONCEPT PLAN SHEET OF 6 WESTERN AVENUE CAPITOL DRTRUDIE DRCADDINGTON DRTOSCANINI DRTOSCANINI DRWESTERN AVENUE 4 B-12 © 2020 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2020 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) © 2019 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) TYPICAL SECTION TYPICAL SECTION (EXISTING CONDITIONS) CITY OF RANCHO PALOS VERDES WESTERN AVENUE (SR-213) CONGESTION IMPROVEMENT CONCEPT PLAN SHEET OF 6 1" = 40' 1" = 40'MATCH LINE - SEE SHEET 4MATCH LINE - SEE BELOW LEFTMATCH LINE - SEE ABOVE RIGHTMATCH LINE - SEE SHEET 6WESTERN AVENUE WESTERN AVENUE WESTERN AVENUE WESTERN AVENUEDELASONDE DRWESTMONT DRAVE APRENDAGREEN HILLS DRPENINSULA VERDE DR5 B-13 CITY OF RANCHO PALOS VERDES WESTERN AVENUE (SR-213) CONGESTION IMPROVEMENT CONCEPT PLAN SHEET OF 6 1" = 40'MATCH LINE - SEE SHEET 5WESTERN AVENUE WESTERN AVENUEPALOS VERDES DR NORTHPALOS VERDES DR NORTH6 B-14 Attachment B Turning Movement Counts B-15 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & Morse Dr / 19th St City:San Pedro Project ID:19-05311-014 Control:Signalized Date: NS/EW Streets: 1200120010.50.501110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 08030342401530071150173 6:15 AM 094507536013200121190212 6:30 AM 010960677502070081270266 6:45 AM 0 128 10 0 4 98 5 0 24 5 1 0 14 4 28 0 321 7:00 AM 0 142 9 0 8 141 12 0 28 1 2 0 19 0 48 0 410 7:15 AM 0 193 20 1 10 163 9 0 32 7 0 0 22 4 60 0 521 7:30 AM 0 222 27 0 24 224 8 0 34 8 4 0 39 8 59 0 657 7:45 AM 1 193 31 0 38 278 12 0 17 10 2 0 64 16 68 0 730 8:00 AM 2 199 26 0 49 298 9 0 17 5 2 0 55 23 48 0 733 8:15 AM 2 207 31 0 37 243 10 0 26 2 4 0 40 2 43 0 647 8:30 AM 1 184 24 0 15 235 11 0 13 2 1 0 35 5 42 0 568 8:45 AM 1 174 17 0 17 201 21 0 21 6 3 0 29 2 31 0 523 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :7 1925 209 1 218 2053 112 0 260 58 19 0 344 67 488 0 5761 APPROACH %'s :0.33% 89.87% 9.76% 0.05% 9.15% 86.15% 4.70% 0.00% 77.15% 17.21% 5.64% 0.00% 38.26% 7.45% 54.28% 0.00% PEAK HR :07:30 AM 39 33 44 08:00 AM TOTAL PEAK HR VOL :5 821 115 0 148 1043 39 0 94 25 12 0 198 49 218 0 2767 PEAK HR FACTOR :0.625 0.925 0.927 0.000 0.755 0.875 0.813 0.000 0.691 0.625 0.750 0.000 0.773 0.533 0.801 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1200120010.50.501110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 2 205 22 0 29 181 19 0 21 6 1 0 17 2 31 0 536 11:15 AM 2 172 19 0 32 195 10 0 20 3 0 0 17 4 41 0 515 11:30 AM 3 189 24 0 27 197 16 0 19 3 7 0 30 3 31 0 549 11:45 AM 1 193 43 0 23 193 10 0 19 7 5 0 23 3 32 0 552 12:00 PM 1 192 25 0 34 216 14 0 21 2 2 0 19 2 24 0 552 12:15 PM 0 228 31 0 42 188 18 0 27 0 0 0 18 3 31 0 586 12:30 PM 2 206 31 0 48 235 22 0 18 7 1 0 26 2 32 0 630 12:45 PM 4 243 33 0 48 242 13 0 28 13 6 0 31 9 41 0 711 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :15 1628 228 0 283 1647 122 0 173 41 22 0 181 28 263 0 4631 APPROACH %'s :0.80% 87.01% 12.19% 0.00% 13.79% 80.26% 5.95% 0.00% 73.31% 17.37% 9.32% 0.00% 38.35% 5.93% 55.72% 0.00% PEAK HR :12:00 PM 165 161 168 12:45 PM TOTAL PEAK HR VOL :7 869 120 0 172 881 67 0 94 22 9 0 94 16 128 0 2479 PEAK HR FACTOR :0.438 0.894 0.909 0.000 0.896 0.910 0.761 0.000 0.839 0.423 0.375 0.000 0.758 0.444 0.780 0.000 1200120010.50.501110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 0 205 26 0 39 232 14 0 16 6 3 0 21 6 24 0 592 3:15 PM 4 203 40 0 48 255 24 0 11 6 3 0 25 2 28 0 649 3:30 PM 0 185 33 0 46 228 19 0 18 7 2 0 28 6 25 0 597 3:45 PM 2 205 25 0 49 222 25 0 24 5 9 0 24 5 28 0 623 4:00 PM 6 215 36 1 31 280 19 0 27 11 4 0 22 11 31 0 694 4:15 PM 2 211 29 0 32 278 25 0 27 8 5 0 19 2 25 0 663 4:30 PM 4 222 36 0 61 234 22 0 18 11 6 0 19 5 30 0 668 4:45 PM 3 165 35 0 40 258 29 0 24 12 3 0 19 6 25 0 619 5:00 PM 4 223 37 0 46 269 19 0 19 9 7 0 23 8 21 0 685 5:15 PM 4 217 32 0 55 283 24 0 18 9 5 0 24 8 34 0 713 5:30 PM 4 188 30 0 67 237 20 0 28 12 5 0 25 8 27 0 651 5:45 PM 3 182 42 0 50 228 33 0 17 15 5 0 37 7 30 0 649 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :36 2421 401 1 564 3004 273 0 247 111 57 0 286 74 328 0 7803 APPROACH %'s :1.26% 84.68% 14.03% 0.03% 14.68% 78.21% 7.11% 0.00% 59.52% 26.75% 13.73% 0.00% 41.57% 10.76% 47.67% 0.00% PEAK HR :05:00 PM 293 285 296 05:15 PM TOTAL PEAK HR VOL :15 810 141 0 218 1017 96 0 82 45 22 0 109 31 112 0 2698 PEAK HR FACTOR :0.938 0.908 0.839 0.000 0.813 0.898 0.727 0.000 0.732 0.750 0.786 0.000 0.736 0.969 0.824 0.000 6/6/2019 Total 0.946 0.872 0.828 WESTBOUND 0.851 0.944 0.735 EASTBOUND SOUTHBOUND SOUTHBOUND 0.915 0.919 0.918 05:00 PM - 06:00 PM PM AM 07:30 AM - 08:30 AM 12:00 PM - 01:00 PM NORTHBOUND 0.945 NORTHBOUNDNOON 0.889 SOUTHBOUND WESTBOUND 0.864 0.712 EASTBOUND 0.665 EASTBOUND Morse Dr / 19th St NORTHBOUND Morse Dr / 19th St 0.785 WESTBOUND Western Ave Western Ave B-16 Prepared by National Data & Surveying Services ID:19-05311-014 Day: City:San Pedro Date: AM 39 1043 148 0 AM NOON 67 881 172 0 NOON PM 96 1017 218 0 PM AM NOON PM PM NOON AM 0210 1 112 128 218 1 31 16 49 000 01109 94 198 94 94 82 1 TEV 2767 2479 2698 0 000 25 22 45 0.5 PHF 0.94 0.87 0.95 12922 0.5 0120 AM NOON PM PM NOON AM PM 0 15 810 141 PM NOON 0 7 869 120 NOON AM 0 5 821 115 AM Peak Hour Turning Movement Count 1148 Total Vehicles (PM) Total Vehicles (PM) Western Ave & Morse Dr / 19th St Thursday 06/06/2019 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 288 COUNT PERIODSTotal Vehicles (AM)PEAK HOURSTotal Vehicles (AM) 12:00 PM - 01:00 PM 05:00 PM - 06:00 PM 1133 1004 1091 Signalized Morse Dr / 19th StEASTBOUNDWestern Ave 1253 314 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 404 984 Morse Dr / 19th St06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 93 90 142 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-17 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & Avenue Aprenda City:Rancho Palos Verdes Project ID:19-05311-001 Control:Signalized Date: NS/EW Streets: 1200120001000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 31250005140100400000197 6:15 AM 31600004850130200000231 6:30 AM 324800054401501000000334 6:45 AM 523200088702201100000365 7:00 AM 928900099220460800000473 7:15 AM 3 331 0 0 0 138 60 0 86 0 19 0 0 0 0 0 637 7:30 AM 20 380 0 0 0 165 80 0 112 0 35 0 0 0 0 0 792 7:45 AM 23 340 0 0 0 209 69 0 125 0 43 0 0 0 0 0 809 8:00 AM 9 386 0 0 0 204 17 0 80 0 26 0 0 0 0 0 722 8:15 AM 12 362 0 0 0 235 8 0 22 0 11 0 0 0 0 0 650 8:30 AM 833001021030240700000583 8:45 AM 7309000198501301500000547 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :105 3492 0 1 0 1699 284 0 568 0 191 0 0 0 0 0 6340 APPROACH %'s :2.92% 97.05% 0.00% 0.03% 0.00% 85.68% 14.32% 0.00% 74.84% 0.00% 25.16% 0.00% PEAK HR :07:30 AM 39 33 44 07:45 AM TOTAL PEAK HR VOL :64 1468 0 0 0 813 174 0 339 0 115 000002973 PEAK HR FACTOR :0.696 0.951 0.000 0.000 0.000 0.865 0.544 0.000 0.678 0.000 0.669 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1200120001000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 6 227 0 0 0 201 11 0 17 0 10 0 0 0 0 0 472 11:15 AM 6 234 0 1 0 218 15 0 15 0 11 0 0 0 0 0 500 11:30 AM 8257010196501201500000494 11:45 AM 9256000222501101300000516 12:00 PM 14 244 0 0 0 209 8 0 16 0 11 0 0 0 0 0 502 12:15 PM 13 238 0 1 0 202 11 0 18 0 11 0 0 0 0 0 494 12:30 PM 523800024030170500000508 12:45 PM 8 246 0 1 0 267 11 0 19 0 11 0 0 0 0 0 563 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :69 1940 0 4 0 1755 69 0 125 0 87 0 0 0 0 0 4049 APPROACH %'s :3.43% 96.37% 0.00% 0.20% 0.00% 96.22% 3.78% 0.00% 58.96% 0.00% 41.04% 0.00% PEAK HR :12:00 PM 165 161 168 12:45 PM TOTAL PEAK HR VOL :4096602091833070038000002067 PEAK HR FACTOR :0.714 0.982 0.000 0.500 0.000 0.860 0.750 0.000 0.921 0.000 0.864 0.000 0.000 0.000 0.000 0.000 1200120001000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 30 268 0 0 0 314 44 0 89 0 37 0 0 0 0 0 782 3:15 PM 18 279 0 1 0 292 30 0 121 0 29 0 0 0 0 0 770 3:30 PM 19 245 0 0 0 323 18 0 42 0 12 0 0 0 0 0 659 3:45 PM 18 284 0 0 0 300 7 0 22 0 20 0 0 0 0 0 651 4:00 PM 16243010370150270700000679 4:15 PM 10 263 0 0 0 350 18 0 34 0 13 0 0 0 0 0 688 4:30 PM 16 252 0 1 0 329 11 0 11 0 10 0 0 0 0 0 630 4:45 PM 19 215 0 0 0 379 10 0 18 0 14 0 0 0 0 0 655 5:00 PM 18 255 0 0 0 364 14 0 12 0 14 0 0 0 0 0 677 5:15 PM 18202000431120270900000699 5:30 PM 10244010389110230900000687 5:45 PM 17 206 0 0 0 380 16 0 17 0 17 0 0 0 0 0 653 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :209 2956 0 4 0 4221 206 0 443 0 191 0 0 0 0 0 8230 APPROACH %'s :6.60% 93.28% 0.00% 0.13% 0.00% 95.35% 4.65% 0.00% 69.87% 0.00% 30.13% 0.00% PEAK HR :03:00 PM 285 285 296 03:00 PM TOTAL PEAK HR VOL :85 1076 0 1 0 1229 99 0 274 0 98 000002862 PEAK HR FACTOR :0.708 0.947 0.000 0.250 0.000 0.951 0.563 0.000 0.566 0.000 0.662 0.000 0.000 0.000 0.000 0.000 Avenue Aprenda NORTHBOUND Avenue Aprenda WESTBOUND Western Ave Western Ave SOUTHBOUND WESTBOUND 0.888 0.676 EASTBOUND 0.900 EASTBOUNDPM AM 07:30 AM - 08:30 AM 12:00 PM - 01:00 PM NORTHBOUND 0.958 NORTHBOUNDNOON 0.977 5/22/2019 Total 0.915 0.918 0.620 WESTBOUND 0.919 EASTBOUND SOUTHBOUND SOUTHBOUND 0.962 0.927 0.855 03:00 PM - 04:00 PM B-18 Prepared by National Data & Surveying Services ID:19-05311-001 Day: City:Rancho Palos Verdes Date: AM 174 813 0 0 AM NOON 33 918 0 0 NOON PM 99 1229 0 0 PM AM NOON PM PM NOON AM 0210 0 000 0 000 000 00000 339 70 274 0 TEV 2973 2067 2862 0 000 000 1 PHF 0.92 0.92 0.91 115 38 98 0 0120 AM NOON PM PM NOON AM PM 1 85 1076 0 PM NOON 2 40 966 0 NOON AM 0 64 1468 0 AM Avenue Aprenda06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 238 73 184 Western Ave 928 0 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 0 958PEAK HOURSTotal Vehicles (AM) 12:00 PM - 01:00 PM 03:00 PM - 04:00 PM 1807 1350 1036 Signalized Avenue AprendaEASTBOUNDPeak Hour Turning Movement Count 1328 Total Vehicles (PM) Total Vehicles (PM) Western Ave & Avenue Aprenda Wednesday 05/22/2019 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 0 COUNT PERIODSTotal Vehicles (AM) NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-19 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & Delasonde Dr / Westmont Dr City:Rancho Palos Verdes Project ID:19-05311-002 Control:Signalized Date: NS/EW Streets: 1210121010.50.501.50.510 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 1104130113700532051130195 6:15 AM 1147140439008310144200255 6:30 AM 3176150753207510147460336 6:45 AM 1 173 17 0 14 80 2 0 4 10 6 0 12 6 34 0 359 7:00 AM 17 248 15 0 18 80 9 0 10 15 8 0 24 14 50 0 508 7:15 AM 28 260 26 0 28 134 14 0 15 30 14 0 30 38 55 0 672 7:30 AM 56 255 50 0 39 138 16 0 37 45 26 0 51 70 72 0 855 7:45 AM 40 249 45 0 37 201 17 0 52 40 56 0 51 52 70 0 910 8:00 AM 2 298 31 0 26 175 5 0 25 13 14 0 42 17 64 0 712 8:15 AM 9 299 47 0 25 210 12 0 5 6 11 0 54 11 40 0 729 8:30 AM 2 254 50 0 20 169 4 0 12 8 6 0 49 3 47 0 624 8:45 AM 826557014172608390619430655 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :168 2728 380 0 243 1488 87 0 188 181 154 0 407 232 554 0 6810 APPROACH %'s :5.13% 83.27% 11.60% 0.00% 13.37% 81.85% 4.79% 0.00% 35.95% 34.61% 29.45% 0.00% 34.12% 19.45% 46.44% 0.00% PEAK HR :07:30 AM 39 33 44 07:45 AM TOTAL PEAK HR VOL :107 1101 173 0 127 724 50 0 119 104 107 0 198 150 246 0 3206 PEAK HR FACTOR :0.478 0.921 0.865 0.000 0.814 0.862 0.735 0.000 0.572 0.578 0.478 0.000 0.917 0.536 0.854 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1210121010.50.501.50.510 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 9194740201732021804511420581 11:15 AM 9 185 66 0 30 185 0 0 5 10 9 0 61 10 25 0 595 11:30 AM 4248711231733036100616390648 11:45 AM 5239460341732072110646250614 12:00 PM 9216641321693076606012320617 12:15 PM 13186570231760027100673370581 12:30 PM 13 212 61 1 41 196 4 0 14 4 8 0 54 5 34 0 647 12:45 PM 13 209 52 0 36 199 7 0 10 6 14 0 67 11 22 0 646 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :75 1689 491 3 239 1444 21 0 50 42 76 0 479 64 256 0 4929 APPROACH %'s :3.32% 74.80% 21.74% 0.13% 14.03% 84.74% 1.23% 0.00% 29.76% 25.00% 45.24% 0.00% 59.95% 8.01% 32.04% 0.00% PEAK HR :12:00 PM 165 161 168 12:30 PM TOTAL PEAK HR VOL :48 823 234 2 132 740 14 0 33 23 38 0 248 31 125 0 2491 PEAK HR FACTOR :0.923 0.953 0.914 0.500 0.805 0.930 0.500 0.000 0.589 0.821 0.679 0.000 0.925 0.646 0.845 0.000 1210121010.50.501.50.510 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 44 213 64 0 38 224 21 0 28 33 37 0 61 34 44 0 841 3:15 PM 18 237 74 0 51 264 13 0 17 36 15 0 67 20 19 0 831 3:30 PM 18 222 67 0 48 249 2 0 10 20 6 0 83 17 51 0 793 3:45 PM 10 211 52 0 37 257 12 0 6 11 9 0 68 12 38 0 723 4:00 PM 12 229 56 0 39 286 11 0 11 10 9 0 48 13 31 0 755 4:15 PM 5230580502668068806413330749 4:30 PM 9 202 53 0 46 271 5 0 13 14 8 0 57 10 31 0 719 4:45 PM 12 195 49 1 45 300 13 0 7 4 14 0 50 8 41 0 739 5:00 PM 5 219 47 1 41 298 7 0 11 6 9 0 67 25 49 0 785 5:15 PM 8 180 50 0 59 332 11 0 10 7 11 0 57 15 31 0 771 5:30 PM 7 217 49 2 53 321 11 0 7 8 14 0 55 8 43 0 795 5:45 PM 11 178 45 1 34 289 18 0 12 6 12 0 58 8 42 0 714 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :159 2533 664 5 541 3357 132 0 138 163 152 0 735 183 453 0 9215 APPROACH %'s :4.73% 75.36% 19.76% 0.15% 13.42% 83.30% 3.28% 0.00% 30.46% 35.98% 33.55% 0.00% 53.61% 13.35% 33.04% 0.00% PEAK HR :03:00 PM 285 285 296 03:00 PM TOTAL PEAK HR VOL :90 883 257 0 174 994 48 0 61 100 67 0 279 83 152 0 3188 PEAK HR FACTOR :0.511 0.931 0.868 0.000 0.853 0.941 0.571 0.000 0.545 0.694 0.453 0.000 0.840 0.610 0.745 0.000 5/22/2019 Total 0.948 0.963 0.582 WESTBOUND 0.851 0.881 0.944 EASTBOUND SOUTHBOUND SOUTHBOUND 0.935 0.927 0.915 03:00 PM - 04:00 PM PM AM 07:30 AM - 08:30 AM 12:00 PM - 01:00 PM NORTHBOUND 0.956 NORTHBOUNDNOON 0.954 SOUTHBOUND WESTBOUND 0.883 0.557 EASTBOUND 0.783 EASTBOUND Delasonde Dr / Westmont Dr NORTHBOUND Delasonde Dr / Westmont Dr 0.769 WESTBOUND Western Ave Western Ave B-20 Prepared by National Data & Surveying Services ID:19-05311-002 Day: City:Rancho Palos Verdes Date: AM 50 724 127 0 AM NOON 14 740 132 0 NOON PM 48 994 174 0 PM AM NOON PM PM NOON AM 1210 1 152 125 246 0.5 83 31 150 000 0 1.5 279 248 198 119 33 61 1 TEV 3206 2491 3188 0 000 104 23 100 0.5 PHF 0.88 0.96 0.95 107 38 67 0.5 0121 AM NOON PM PM NOON AM PM 0 90 883 257 PM NOON 2 48 823 234 NOON AM 0 107 1101 173 AM Peak Hour Turning Movement Count 1340 Total Vehicles (PM) Total Vehicles (PM) Western Ave & Delasonde Dr / Westmont Dr Wednesday 05/22/2019 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 404 COUNT PERIODSTotal Vehicles (AM)PEAK HOURSTotal Vehicles (AM) 12:00 PM - 01:00 PM 03:00 PM - 04:00 PM 1466 1096 981 Signalized Delasonde Dr / Westmont DrEASTBOUNDWestern Ave 1029 389 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 531 1028 Delasonde Dr / Westmont Dr06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 307 93 221 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-21 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & Toscanini Dr City:Rancho Palos Verdes Project ID:19-05311-003 Control:Signalized Date: NS/EW Streets: 1210121001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 2111501360070502060175 6:15 AM 2152202482041504140227 6:30 AM 41812036400161802180290 6:45 AM 71792037590901202280308 7:00 AM 15 249 2 0 3 110 0 0 13 1 21 0 13 2 12 0 441 7:15 AM 48 289 5 0 7 149 8 0 21 5 39 0 13 7 15 0 606 7:30 AM 77 318 15 0 4 192 5 0 19 13 87 0 14 17 22 0 783 7:45 AM 61 312 7 0 8 289 6 0 20 10 105 0 23 11 17 0 869 8:00 AM 9 301 9 0 7 229 7 0 13 2 46 0 10 3 16 0 652 8:15 AM 12 325 10 1 9 241 7 0 15 0 15 0 16 0 11 0 662 8:30 AM 10 285 13 0 10 201 9 0 10 1 15 0 12 2 11 0 579 8:45 AM 13 302 5 1 4 229 6 0 11 1 18 0 13 1 9 0 613 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :260 3004 77 2 61 1863 59 0 158 35 376 0 124 47 139 0 6205 APPROACH %'s :7.78% 89.86% 2.30% 0.06% 3.08% 93.95% 2.98% 0.00% 27.77% 6.15% 66.08% 0.00% 40.00% 15.16% 44.84% 0.00% PEAK HR :07:30 AM 39 33 44 07:45 AM TOTAL PEAK HR VOL :159 1256 41 1 28 951 25 0 67 25 253 0 63 31 66 0 2966 PEAK HR FACTOR :0.516 0.966 0.683 0.250 0.778 0.823 0.893 0.000 0.838 0.481 0.602 0.000 0.685 0.456 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1210121001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 826071221760521705140535 11:15 AM 14246611024440421706060560 11:30 AM 6294908223507213013370590 11:45 AM 122721502233504118083100583 12:00 PM 8 257 11 0 4 216 10 0 5 1 12 0 11 3 7 0 545 12:15 PM 17 227 10 0 2 235 6 0 11 2 16 0 12 0 3 0 541 12:30 PM 10 251 8 0 7 243 14 0 12 3 4 0 12 3 12 0 579 12:45 PM 727140528250811108170610 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :82 2078 70 2 40 1893 55 0 56 14 108 0 75 14 56 0 4543 APPROACH %'s :3.67% 93.10% 3.14% 0.09% 2.01% 95.22% 2.77% 0.00% 31.46% 7.87% 60.67% 0.00% 51.72% 9.66% 38.62% 0.00% PEAK HR :11:15 AM 162 161 168 11:30 AM TOTAL PEAK HR VOL :40 1069 41 1 24 916 24 0 20 6 60 0 38 9 30 0 2278 PEAK HR FACTOR :0.714 0.909 0.683 0.250 0.600 0.939 0.600 0.000 0.714 0.750 0.833 0.000 0.731 0.750 0.750 0.000 1210121001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 36 296 14 0 5 284 9 0 12 14 70 0 13 2 12 0 767 3:15 PM 30 293 14 0 18 321 12 0 8 12 78 0 13 1 11 0 811 3:30 PM 37 296 25 0 13 305 16 0 5 2 22 0 15 1 7 0 744 3:45 PM 252521205309405220012390658 4:00 PM 18 273 10 0 9 322 11 0 5 4 17 0 13 2 8 0 692 4:15 PM 18283130434590721109470712 4:30 PM 122371914313908213011250636 4:45 PM 8 225 17 0 21 309 15 0 6 2 10 0 13 3 10 0 639 5:00 PM 14 236 17 0 8 340 13 0 8 0 10 0 12 1 11 0 670 5:15 PM 15 223 10 0 17 363 11 0 5 1 12 0 10 0 6 0 673 5:30 PM 14 244 10 1 8 359 7 0 13 2 11 0 15 4 8 0 696 5:45 PM 15 211 17 1 15 342 16 0 4 1 13 0 7 1 7 0 650 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :242 3069 178 3 127 3912 132 0 86 44 287 0 143 24 101 0 8348 APPROACH %'s :6.93% 87.89% 5.10% 0.09% 3.04% 93.79% 3.16% 0.00% 20.62% 10.55% 68.82% 0.00% 53.36% 8.96% 37.69% 0.00% PEAK HR :03:00 PM 285 285 296 03:15 PM TOTAL PEAK HR VOL :128 1137 65 0 41 1219 41 0 30 30 190 0 53 7 39 0 2980 PEAK HR FACTOR :0.865 0.960 0.650 0.000 0.569 0.949 0.641 0.000 0.625 0.536 0.609 0.000 0.883 0.583 0.813 0.000 5/22/2019 Total 0.919 0.965 0.638 WESTBOUND 0.917 0.853 0.837 EASTBOUND SOUTHBOUND SOUTHBOUND 0.929 0.927 0.934 03:00 PM - 04:00 PM PM AM 07:30 AM - 08:30 AM 11:15 AM - 12:15 PM NORTHBOUND 0.888 NORTHBOUNDNOON 0.931 SOUTHBOUND WESTBOUND 0.828 0.639 EASTBOUND 0.935 EASTBOUND Toscanini Dr NORTHBOUND Toscanini Dr 0.755 WESTBOUND Western Ave Western Ave B-22 Prepared by National Data & Surveying Services ID:19-05311-003 Day: City:Rancho Palos Verdes Date: AM 25 951 28 0 AM NOON 24 916 24 0 NOON PM 41 1219 41 0 PM AM NOON PM PM NOON AM 1210 0 39 30 66 1 7931 000 0053 38 63 67 20 30 0 TEV 2966 2278 2980 0 000 25630 1 PHF 0.85 0.97 0.92 253 60 190 0 0121 AM NOON PM PM NOON AM PM 0 128 1137 65 PM NOON 1 40 1069 41 NOON AM 1 159 1256 41 AM Peak Hour Turning Movement Count 1462 Total Vehicles (PM) Total Vehicles (PM) Western Ave & Toscanini Dr Wednesday 05/22/2019 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 94 COUNT PERIODSTotal Vehicles (AM)PEAK HOURSTotal Vehicles (AM) 11:15 AM - 12:15 PM 03:00 PM - 04:00 PM 1389 1206 1119 Signalized Toscanini DrEASTBOUNDWestern Ave 1268 71 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 136 1015 Toscanini Dr06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 215 73 176 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-23 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & Caddington Dr City:Rancho Palos Verdes Project ID:19-05311-004 Control:Signalized Date: NS/EW Streets: 1200121001000.50.510 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 0800005090401200000155 6:15 AM 21350004320150501000203 6:30 AM 21510035560901100000237 6:45 AM 018710097100191701010324 7:00 AM 5 233 0 1 1 96 10 0 19 0 15 0 3 0 0 0 383 7:15 AM 5 300 0 0 2 173 10 0 21 0 18 0 3 0 4 0 536 7:30 AM 5392003272802801704020731 7:45 AM 8 349 0 3 1 389 12 0 22 1 25 0 3 0 4 0 817 8:00 AM 13280036344161150903060696 8:15 AM 7 328 0 1 15 215 27 2 23 2 17 0 3 0 9 0 649 8:30 AM 3 281 1 0 21 174 16 0 20 0 18 0 20 1 35 0 590 8:45 AM 9 271 0 2 5 216 20 2 18 2 13 0 16 1 23 0 598 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :59 2987 2 10 57 2124 146 5 213 6 167 0 57 2 84 0 5919 APPROACH %'s :1.93% 97.68% 0.07% 0.33% 2.44% 91.08% 6.26% 0.21% 55.18% 1.55% 43.26% 0.00% 39.86% 1.40% 58.74% 0.00% PEAK HR :07:30 AM 39 33 44 07:45 AM TOTAL PEAK HR VOL :33 1349 0 7 25 1220 63 3 88 3 68 0 13 0 21 0 2893 PEAK HR FACTOR :0.635 0.860 0.000 0.583 0.417 0.784 0.583 0.375 0.786 0.375 0.680 0.000 0.813 0.000 0.583 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1200121001000.50.510 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 9 223 1 5 0 249 26 3 39 0 11 0 2 0 1 0 569 11:15 AM 17 233 0 6 0 231 28 2 27 1 19 0 1 0 0 0 565 11:30 AM 12 292 0 3 0 266 25 2 35 0 28 0 0 0 2 0 665 11:45 AM 16 276 0 8 0 273 26 2 33 0 17 0 3 0 1 0 655 12:00 PM 20 277 0 7 2 244 25 3 30 0 15 0 2 0 2 0 627 12:15 PM 9 326 0 11 0 252 16 5 27 0 21 0 0 0 3 0 670 12:30 PM 20 309 1 10 1 395 24 4 29 1 15 0 1 1 2 0 813 12:45 PM 24 324 3 6 2 368 28 6 47 0 13 0 4 1 1 0 827 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :127 2260 5 56 5 2278 198 27 267 2 139 0 13 2 12 0 5391 APPROACH %'s :5.19% 92.32% 0.20% 2.29% 0.20% 90.83% 7.89% 1.08% 65.44% 0.49% 34.07% 0.00% 48.15% 7.41% 44.44% 0.00% PEAK HR :12:00 PM 165 161 168 12:45 PM TOTAL PEAK HR VOL :73 1236 4 34 5 1259 93 18 133 1 64 072802937 PEAK HR FACTOR :0.760 0.948 0.333 0.773 0.625 0.797 0.830 0.750 0.707 0.250 0.762 0.000 0.438 0.500 0.667 0.000 1200121001000.50.510 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 19 281 3 5 21 312 28 5 30 2 13 0 18 0 9 0 746 3:15 PM 21 292 0 3 8 299 25 6 21 0 21 0 27 3 24 0 750 3:30 PM 19 268 1 13 3 332 33 4 26 0 22 0 10 2 14 0 747 3:45 PM 21 278 0 5 5 318 36 5 28 0 13 0 3 0 1 0 713 4:00 PM 20 272 0 12 3 353 33 6 28 0 19 0 6 0 8 0 760 4:15 PM 25 264 0 9 6 329 36 4 30 0 20 0 6 0 7 0 736 4:30 PM 25 291 0 5 1 325 41 8 37 0 22 0 5 0 7 0 767 4:45 PM 20 246 0 11 5 340 41 7 40 2 29 0 5 1 2 0 749 5:00 PM 28 291 0 6 4 324 47 5 47 0 17 0 6 1 8 0 784 5:15 PM 16 284 0 5 3 402 27 5 24 1 22 0 4 0 2 0 795 5:30 PM 22 236 0 6 1 359 29 9 37 0 20 0 3 0 2 0 724 5:45 PM 26 220 0 3 1 378 28 2 29 0 22 0 4 0 2 0 715 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :262 3223 4 83 61 4071 404 66 377 5 240 0 97 7 86 0 8986 APPROACH %'s :7.33% 90.23% 0.11% 2.32% 1.33% 88.46% 8.78% 1.43% 60.61% 0.80% 38.59% 0.00% 51.05% 3.68% 45.26% 0.00% PEAK HR :04:30 PM 291 285 296 05:15 PM TOTAL PEAK HR VOL :89 1112 0 27 13 1391 156 25 148 3 90 0 20 2 19 0 3095 PEAK HR FACTOR :0.795 0.955 0.000 0.614 0.650 0.865 0.830 0.781 0.787 0.375 0.776 0.000 0.833 0.500 0.594 0.000 6/5/2019 Total 0.973 0.888 0.849 WESTBOUND 0.683 0.885 0.708 EASTBOUND SOUTHBOUND SOUTHBOUND 0.945 0.907 0.811 04:30 PM - 05:30 PM PM AM 07:30 AM - 08:30 AM 12:00 PM - 01:00 PM NORTHBOUND 0.875 NORTHBOUNDNOON 0.943 SOUTHBOUND WESTBOUND 0.815 0.828 EASTBOUND 0.825 EASTBOUND Caddington Dr NORTHBOUND Caddington Dr 0.708 WESTBOUND Western Ave Western Ave B-24 Prepared by National Data & Surveying Services ID:19-05311-004 Day: City:Rancho Palos Verdes Date: AM 63 1220 25 3 AM NOON 93 1259 5 18 NOON PM 156 1391 13 25 PM AM NOON PM PM NOON AM 1210 1 19821 0.5 220 000 0 0.5 20713 88 133 148 0 TEV 2893 2937 3095 0 000 313 1 PHF 0.89 0.89 0.97 68 64 90 0 0120 AM NOON PM PM NOON AM PM 27 89 1112 0 PM NOON 34 73 1236 4 NOON AM 7 33 1349 0 AM Peak Hour Turning Movement Count 1528 Total Vehicles (PM) Total Vehicles (PM) Western Ave & Caddington Dr Wednesday 06/05/2019 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 28 COUNT PERIODSTotal Vehicles (AM)PEAK HOURSTotal Vehicles (AM) 12:00 PM - 01:00 PM 04:30 PM - 05:30 PM 1461 1304 1395 Signalized Caddington DrEASTBOUNDWestern Ave 1308 10 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 16 1364 Caddington Dr06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 96 168 247 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-25 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & Capitol Dr / Trudie Dr City:Rancho Palos Verdes Project ID:19-05311-005 Control:Signalized Date: NS/EW Streets: 1200120001001110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 09260175510252070140201 6:15 AM 0114601156311052082210239 6:30 AM 2 155 12 0 18 80 4 0 12 13 3 0 15 2 25 0 341 6:45 AM 2 131 10 0 24 90 7 1 10 9 2 0 10 5 35 0 336 7:00 AM 4 233 18 0 21 117 7 0 19 12 2 0 21 12 39 0 505 7:15 AM 1 299 39 0 23 206 14 0 26 20 2 0 26 10 50 0 716 7:30 AM 2 359 57 0 34 249 25 1 25 25 4 0 41 11 66 0 899 7:45 AM 1 268 71 0 52 340 53 0 37 26 7 0 65 23 54 0 997 8:00 AM 4 270 43 0 35 205 20 5 37 27 2 0 58 20 49 0 775 8:15 AM 4 304 38 0 30 178 16 1 28 16 4 0 24 10 45 0 698 8:30 AM 4 276 23 0 29 188 16 2 28 12 0 0 13 10 60 0 661 8:45 AM 2 263 21 0 39 169 15 1 21 15 6 0 36 11 52 0 651 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :26 2764 344 0 333 1933 181 12 255 185 36 0 324 116 510 0 7019 APPROACH %'s :0.83% 88.19% 10.98% 0.00% 13.54% 78.61% 7.36% 0.49% 53.57% 38.87% 7.56% 0.00% 34.11% 12.21% 53.68% 0.00% PEAK HR :07:15 AM 38 33 44 07:45 AM TOTAL PEAK HR VOL :8 1196 210 0 144 1000 112 6 125 98 15 0 190 64 219 0 3387 PEAK HR FACTOR :0.500 0.833 0.739 0.000 0.692 0.735 0.528 0.300 0.845 0.907 0.536 0.000 0.731 0.696 0.830 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1200120001001110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 8 252 24 0 51 188 12 3 22 12 2 0 28 12 48 0 662 11:15 AM 1 273 30 2 62 218 20 1 19 11 5 0 32 8 49 0 731 11:30 AM 8 248 28 0 56 193 11 2 15 11 2 0 26 2 45 0 647 11:45 AM 5 272 24 0 47 242 22 4 24 11 4 0 34 9 61 0 759 12:00 PM 4 301 33 1 47 251 25 1 19 21 3 0 27 18 52 0 803 12:15 PM 5 269 40 2 52 239 14 3 12 9 6 0 44 11 54 0 760 12:30 PM 3 269 24 0 61 250 20 2 26 17 5 0 34 14 71 0 796 12:45 PM 3 287 25 0 61 287 25 3 27 10 4 0 32 6 57 0 827 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :37 2171 228 5 437 1868 149 19 164 102 31 0 257 80 437 0 5985 APPROACH %'s :1.52% 88.94% 9.34% 0.20% 17.67% 75.54% 6.03% 0.77% 55.22% 34.34% 10.44% 0.00% 33.20% 10.34% 56.46% 0.00% PEAK HR :12:00 PM 165 161 168 12:45 PM TOTAL PEAK HR VOL :15 1126 122 3 221 1027 84 9 84 57 18 0 137 49 234 0 3186 PEAK HR FACTOR :0.750 0.935 0.763 0.375 0.906 0.895 0.840 0.750 0.778 0.679 0.750 0.000 0.778 0.681 0.824 0.000 1200120001001110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 6 300 42 0 56 279 29 1 28 19 5 0 32 16 64 0 877 3:15 PM 7 321 36 1 63 293 20 0 44 21 5 0 39 8 64 0 922 3:30 PM 3 290 31 1 63 279 30 0 35 15 7 0 50 20 49 0 873 3:45 PM 7 308 30 1 68 300 19 2 30 12 2 0 38 15 79 0 911 4:00 PM 4 228 28 1 71 282 25 5 19 10 4 0 34 12 53 0 776 4:15 PM 7 284 28 1 60 291 24 1 27 11 3 0 39 17 56 0 849 4:30 PM 5 301 25 0 69 293 22 2 22 14 6 0 30 18 64 0 871 4:45 PM 2 245 32 0 71 356 28 1 26 19 5 0 23 21 54 0 883 5:00 PM 10 258 20 2 61 324 36 1 14 16 9 0 41 26 55 0 873 5:15 PM 11 259 25 2 55 304 32 1 25 17 6 0 45 17 70 0 869 5:30 PM 8 266 30 1 73 328 29 0 22 16 7 0 25 16 62 0 883 5:45 PM 6 260 41 1 66 323 34 2 17 13 9 0 37 17 62 0 888 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :76 3320 368 11 776 3652 328 16 309 183 68 0 433 203 732 0 10475 APPROACH %'s :2.01% 87.95% 9.75% 0.29% 16.26% 76.53% 6.87% 0.34% 55.18% 32.68% 12.14% 0.00% 31.65% 14.84% 53.51% 0.00% PEAK HR :03:00 PM 285 285 296 03:15 PM TOTAL PEAK HR VOL :23 1219 139 3 250 1151 98 3 137 67 19 0 159 59 256 0 3583 PEAK HR FACTOR :0.821 0.949 0.827 0.750 0.919 0.959 0.817 0.375 0.778 0.798 0.679 0.000 0.795 0.738 0.810 0.000 5/30/2019 Total 0.972 0.963 0.796 WESTBOUND 0.898 0.849 0.882 EASTBOUND SOUTHBOUND SOUTHBOUND 0.948 0.965 0.892 03:00 PM - 04:00 PM PM AM 07:15 AM - 08:15 AM 12:00 PM - 01:00 PM NORTHBOUND 0.846 NORTHBOUNDNOON 0.934 SOUTHBOUND WESTBOUND 0.709 0.850 EASTBOUND 0.828 EASTBOUND Capitol Dr / Trudie Dr NORTHBOUND Capitol Dr / Trudie Dr 0.833 WESTBOUND Western Ave Western Ave B-26 Prepared by National Data & Surveying Services ID:19-05311-005 Day: City:Rancho Palos Verdes Date: AM 112 1000 144 6 AM NOON 84 1027 221 9 NOON PM 98 1151 250 3 PM AM NOON PM PM NOON AM 0210 1 256 234 219 1 59 49 64 000 01159 137 190 125 84 137 0 TEV 3387 3186 3583 0 000 98 57 67 1 PHF 0.85 0.96 0.97 15 18 19 0 0120 AM NOON PM PM NOON AM PM 3 23 1219 139 PM NOON 3 15 1126 122 NOON AM 0 8 1196 210 AM Peak Hour Turning Movement Count 1332 Total Vehicles (PM) Total Vehicles (PM) Western Ave & Capitol Dr / Trudie Dr Thursday 05/30/2019 CONTROL WESTBOUND07:15 AM - 08:15 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 452 COUNT PERIODSTotal Vehicles (AM)PEAK HOURSTotal Vehicles (AM) 12:00 PM - 01:00 PM 03:00 PM - 04:00 PM 1546 1615 1453 Signalized Capitol Dr / Trudie DrEASTBOUNDWestern Ave 1205 400 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 456 1185 Capitol Dr / Trudie Dr06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 184 148 180 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-27 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & Park Western Dr City:Rancho Palos Verdes Project ID:19-05311-006 Control:Signalized Date: NS/EW Streets: 1200120001000.50.510 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 083113114410000011040168 6:15 AM 013211010610000005030222 6:30 AM 114316011750120008070264 6:45 AM 314310015900000009050275 7:00 AM 323816312114000000150100411 7:15 AM 129022128177000100130280561 7:30 AM 040257226264000210330330820 7:45 AM 133884434344010700430240880 8:00 AM 227760429275100000430370728 8:15 AM 833135317193011010340200644 8:30 AM 330225415187002220300150587 8:45 AM 327120121189001100220210550 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :25 2950 367 25 229 2013 2 3 6 13 4 0 266 0 207 0 6110 APPROACH %'s :0.74% 87.62% 10.90% 0.74% 10.19% 89.59% 0.09% 0.13% 26.09% 56.52% 17.39% 0.00% 56.24% 0.00% 43.76% 0.00% PEAK HR :07:30 AM 39 33 44 07:45 AM TOTAL PEAK HR VOL :11 1348 236 13 106 1076 121920153011403072 PEAK HR FACTOR :0.344 0.838 0.702 0.813 0.779 0.782 0.250 0.500 0.250 0.321 0.500 0.000 0.890 0.000 0.770 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1200120001000.50.510 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 625711127214121360295310594 11:15 AM 629520124213013140420260636 11:30 AM 1125523425215204140443300621 11:45 AM 1128319325243211280324230657 12:00 PM 1931730531246213140461310737 12:15 PM 1128230227250011590547310710 12:30 PM 626927641255011260412300687 12:45 PM 230325530300021040406280746 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :72 2261 185 27 230 1936 7 9 15 15 45 0 328 28 230 0 5388 APPROACH %'s :2.83% 88.84% 7.27% 1.06% 10.54% 88.73% 0.32% 0.41% 20.00% 20.00% 60.00% 0.00% 55.97% 4.78% 39.25% 0.00% PEAK HR :12:00 PM 165 161 168 12:45 PM TOTAL PEAK HR VOL :38 1171 112 18 129 1051 25682301811612002880 PEAK HR FACTOR :0.500 0.924 0.933 0.750 0.787 0.876 0.250 0.625 0.500 0.400 0.639 0.000 0.838 0.571 0.968 0.000 1200120001000.50.510 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 1232342439273203380604340807 3:15 PM 1333632331304002350553310818 3:30 PM 11322282222830023100632280776 3:45 PM 830832530329001330730280820 4:00 PM 1026829132309011160655230751 4:15 PM 729531136300113320542300766 4:30 PM 1231535240320101110601350824 4:45 PM 1432037042329202350503390846 5:00 PM 1632540248337113240573290868 5:15 PM 728331341314111250586170770 5:30 PM 929328343320112340693280807 5:45 PM 928234134349112210703280817 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :128 3670 399 27 438 3767 10 6 23 29 54 0 734 35 350 0 9670 APPROACH %'s :3.03% 86.88% 9.45% 0.64% 10.38% 89.24% 0.24% 0.14% 21.70% 27.36% 50.94% 0.00% 65.59% 3.13% 31.28% 0.00% PEAK HR :04:30 PM 291 285 296 05:00 PM TOTAL PEAK HR VOL :49 1243 143 7 171 1300 52781502251312003308 PEAK HR FACTOR :0.766 0.956 0.894 0.583 0.891 0.964 0.625 0.500 0.583 0.667 0.750 0.000 0.938 0.542 0.769 0.000 5/30/2019 Total 0.953 0.965 0.750 WESTBOUND 0.932 0.873 0.861 EASTBOUND SOUTHBOUND SOUTHBOUND 0.941 0.955 0.894 04:30 PM - 05:30 PM PM AM 07:30 AM - 08:30 AM 12:00 PM - 01:00 PM NORTHBOUND 0.872 NORTHBOUNDNOON 0.902 SOUTHBOUND WESTBOUND 0.782 0.429 EASTBOUND 0.617 EASTBOUND Park Western Dr NORTHBOUND Park Western Dr 0.834 WESTBOUND Western Ave Western Ave B-28 Prepared by National Data & Surveying Services ID:19-05311-006 Day: City:Rancho Palos Verdes Date: AM 1 1076 106 2 AM NOON 2 1051 129 5 NOON PM 5 1300 171 2 PM AM NOON PM PM NOON AM 0210 1 120 120 114 0.5 13 16 0 000 0 0.5 225 181 153 167 0 TEV 3072 2880 3308 0 000 988 1 PHF 0.87 0.97 0.95 22315 0 0120 AM NOON PM PM NOON AM PM 7 49 1243 143 PM NOON 18 38 1171 112 NOON AM 13 11 1348 236 AM Peak Hour Turning Movement Count 1547 Total Vehicles (PM) Total Vehicles (PM) Western Ave & Park Western Dr Thursday 05/30/2019 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 351 COUNT PERIODSTotal Vehicles (AM)PEAK HOURSTotal Vehicles (AM) 12:00 PM - 01:00 PM 04:30 PM - 05:30 PM 1465 1372 1302 Signalized Park Western DrEASTBOUNDWestern Ave 1244 249 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 322 1273 Park Western Dr06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 12 56 67 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-29 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & Crestwood St City:Rancho Palos Verdes Project ID:19-05311-007 Control:Signalized Date: NS/EW Streets: 1200120001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 61051202652080303130210 6:15 AM 31259034850101202010209 6:30 AM 61358006350182403340251 6:45 AM 619118038060213204060340 7:00 AM 82341301110120207208350423 7:15 AM 162901701176170312608460574 7:30 AM 15 425 22 0 3 259 16 0 18 2 16 0 11 3 4 0 794 7:45 AM 19 367 36 0 1 342 43 0 50 6 29 0 11 5 9 0 918 8:00 AM 27 284 40 2 4 285 46 0 42 16 49 0 22 5 13 0 835 8:15 AM 18 318 28 0 3 217 37 0 46 6 17 0 17 8 11 0 726 8:30 AM 22 264 42 3 4 165 22 0 31 4 7 0 19 1 12 0 596 8:45 AM 20 271 33 1 4 192 25 0 25 4 10 0 25 5 6 0 621 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :166 3009 278 6 29 2002 236 0 320 53 147 0 133 38 80 0 6497 APPROACH %'s :4.80% 86.99% 8.04% 0.17% 1.28% 88.31% 10.41% 0.00% 61.54% 10.19% 28.27% 0.00% 52.99% 15.14% 31.87% 0.00% PEAK HR :07:30 AM 39 33 44 07:45 AM TOTAL PEAK HR VOL :79 1394 126 2 11 1103 142 0 156 30 111 0 61 21 37 0 3273 PEAK HR FACTOR :0.731 0.820 0.788 0.250 0.688 0.806 0.772 0.000 0.780 0.469 0.566 0.000 0.693 0.656 0.712 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1200120001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 10 227 43 1 12 216 26 0 27 0 14 0 37 5 10 0 628 11:15 AM 13 288 62 0 6 221 22 0 30 10 10 0 51 6 10 0 729 11:30 AM 16 293 51 0 11 253 27 0 25 12 13 0 41 11 14 0 767 11:45 AM 16 251 60 1 9 266 29 0 22 12 16 0 38 7 10 0 737 12:00 PM 14 300 74 0 6 236 31 0 36 7 14 0 42 7 15 0 782 12:15 PM 8 317 53 1 10 238 25 0 26 10 9 0 46 9 13 0 765 12:30 PM 11 329 78 1 18 325 25 0 38 11 8 0 50 1 22 0 917 12:45 PM 9 283 66 0 13 311 31 0 53 15 6 0 56 14 28 0 885 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :97 2288 487 4 85 2066 216 0 257 77 90 0 361 60 122 0 6210 APPROACH %'s :3.37% 79.55% 16.93% 0.14% 3.59% 87.28% 9.13% 0.00% 60.61% 18.16% 21.23% 0.00% 66.48% 11.05% 22.47% 0.00% PEAK HR :12:00 PM 165 161 168 12:30 PM TOTAL PEAK HR VOL :42 1229 271 2 47 1110 112 0 153 43 37 0 194 31 78 0 3349 PEAK HR FACTOR :0.750 0.934 0.869 0.500 0.653 0.854 0.903 0.000 0.722 0.717 0.661 0.000 0.866 0.554 0.696 0.000 1200120001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 11 252 54 0 6 308 33 0 27 7 16 0 54 6 9 0 783 3:15 PM 10 320 57 2 10 302 33 0 24 5 12 0 54 9 10 0 848 3:30 PM 11 301 49 1 10 294 41 0 25 6 12 0 37 10 10 0 807 3:45 PM 9 286 55 1 10 315 25 0 44 3 14 0 61 7 15 0 845 4:00 PM 11 267 45 1 8 303 23 0 37 6 7 0 50 12 9 0 779 4:15 PM 10 305 66 0 10 340 29 0 36 4 12 0 43 7 10 0 872 4:30 PM 8 236 66 1 12 306 22 0 27 5 15 0 54 9 12 0 773 4:45 PM 12 280 53 0 16 335 36 0 17 7 12 0 56 7 10 0 841 5:00 PM 19 279 59 0 11 348 24 0 32 6 16 0 54 4 12 0 864 5:15 PM 5 275 58 0 13 339 31 0 26 4 12 0 60 10 15 0 848 5:30 PM 4 220 65 0 12 344 27 0 30 7 11 0 74 6 11 0 811 5:45 PM 12 225 51 1 8 341 33 0 26 7 11 0 48 13 6 0 782 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :122 3246 678 7 126 3875 357 0 351 67 150 0 645 100 129 0 9853 APPROACH %'s :3.01% 80.09% 16.73% 0.17% 2.89% 88.92% 8.19% 0.00% 61.80% 11.80% 26.41% 0.00% 73.80% 11.44% 14.76% 0.00% PEAK HR :04:45 PM 292 285 296 05:00 PM TOTAL PEAK HR VOL :40 1054 235 0 52 1366 118 0 105 24 51 0 244 27 48 0 3364 PEAK HR FACTOR :0.526 0.941 0.904 0.000 0.813 0.981 0.819 0.000 0.820 0.857 0.797 0.000 0.824 0.675 0.800 0.000 6/5/2019 Total 0.973 0.913 0.833 WESTBOUND 0.876 0.891 0.773 EASTBOUND SOUTHBOUND SOUTHBOUND 0.931 0.992 0.862 04:45 PM - 05:45 PM PM AM 07:30 AM - 08:30 AM 12:00 PM - 01:00 PM NORTHBOUND 0.866 NORTHBOUNDNOON 0.921 SOUTHBOUND WESTBOUND 0.813 0.694 EASTBOUND 0.787 EASTBOUND Crestwood St NORTHBOUND Crestwood St 0.744 WESTBOUND Western Ave Western Ave B-30 Prepared by National Data & Surveying Services ID:19-05311-007 Day: City:Rancho Palos Verdes Date: AM 142 1103 11 0 AM NOON 112 1110 47 0 NOON PM 118 1366 52 0 PM AM NOON PM PM NOON AM 0210 0 48 78 37 1 27 31 21 000 00244 194 61 156 153 105 0 TEV 3273 3349 3364 0 000 30 43 24 1 PHF 0.89 0.91 0.97 111 37 51 0 0120 AM NOON PM PM NOON AM PM 0 40 1054 235 PM NOON 2 42 1229 271 NOON AM 2 79 1394 126 AM Peak Hour Turning Movement Count 1661 Total Vehicles (PM) Total Vehicles (PM) Western Ave & Crestwood St Wednesday 06/05/2019 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 167 COUNT PERIODSTotal Vehicles (AM)PEAK HOURSTotal Vehicles (AM) 12:00 PM - 01:00 PM 04:45 PM - 05:45 PM 1587 1207 1460 Signalized Crestwood StEASTBOUNDWestern Ave 1277 361 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 311 1343 Crestwood St06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 242 185 185 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-31 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & Santa Cruz St City:San Pedro Project ID:19-05311-008 Control:1-Way Stop (EB)Date: NS/EW Streets: 1200120001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 182001603001100010150 6:15 AM 1119000490120800010181 6:30 AM 0136000500010700000194 6:45 AM 3188000940050502010298 7:00 AM 6195100994030500010314 7:15 AM 226401015410001100010434 7:30 AM 13651002302010900010610 7:45 AM 2027501127940201601000599 8:00 AM 3327700236070101500030698 8:15 AM 1230000028830111600000621 8:30 AM 925800019730101300030484 8:45 AM 62490112073110700010477 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :94 2708 2 3 5 2067 30 2 18 2 113 0 3 0 13 0 5060 APPROACH %'s :3.35% 96.47% 0.07% 0.11% 0.24% 98.24% 1.43% 0.10% 13.53% 1.50% 84.96% 0.00% 18.75% 0.00% 81.25% 0.00% PEAK HR :07:30 AM 39 33 44 08:00 AM TOTAL PEAK HR VOL :66 1217 1 1 3 1157 16 0 5 1 56 010402528 PEAK HR FACTOR :0.500 0.834 0.250 0.250 0.375 0.803 0.571 0.000 0.625 0.250 0.875 0.000 0.250 0.000 0.333 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1200120001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 32220002403010500010475 11:15 AM 22790012585030500010554 11:30 AM 53120232392121600000573 11:45 AM 72760103044010401000598 12:00 PM 93090002626040900010600 12:15 PM 12890112758220500000584 12:30 PM 83460032978000500010668 12:45 PM 432802133112220901000692 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :39 2361 0 6 9 2206 48 5 15 1 48 0 2 0 4 0 4744 APPROACH %'s :1.62% 98.13% 0.00% 0.25% 0.40% 97.27% 2.12% 0.22% 23.44% 1.56% 75.00% 0.00% 33.33% 0.00% 66.67% 0.00% PEAK HR :12:00 PM 165 161 168 12:45 PM TOTAL PEAK HR VOL :22 1272 0 3 5 1165 34 4 8 0 28 010202544 PEAK HR FACTOR :0.611 0.919 0.000 0.375 0.417 0.880 0.708 0.500 0.500 0.000 0.778 0.000 0.250 0.000 0.500 0.000 1200120001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 628001037640001000000677 3:15 PM 153391013237010600000693 3:30 PM 82903023729050500000694 3:45 PM 52922113144020800000629 4:00 PM 527410334813230900050663 4:15 PM 53021013687000800000692 4:30 PM 728910232410000500010639 4:45 PM 22530013706000600000638 5:00 PM 1131920238413010700000739 5:15 PM 22270013775020500010620 5:30 PM 424910337660001100010651 5:45 PM 523010040512000500010659 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :75 3344 13 2 17 4337 96 2 14 0 85 0 0 0 9 0 7994 APPROACH %'s :2.18% 97.38% 0.38% 0.06% 0.38% 97.42% 2.16% 0.04% 14.14% 0.00% 85.86% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR :04:15 PM 290 285 296 05:00 PM TOTAL PEAK HR VOL :25 1163 4 0 6 1446 36 0 1 0 26 000102708 PEAK HR FACTOR :0.568 0.911 0.500 0.000 0.750 0.941 0.692 0.000 0.250 0.000 0.813 0.000 0.000 0.000 0.250 0.000 6/5/2019 Total 0.916 0.919 0.844 WESTBOUND 0.250 0.905 0.750 EASTBOUND SOUTHBOUND SOUTHBOUND 0.898 0.932 0.873 04:15 PM - 05:15 PM PM AM 07:30 AM - 08:30 AM 12:00 PM - 01:00 PM NORTHBOUND 0.875 NORTHBOUNDNOON 0.916 SOUTHBOUND WESTBOUND 0.797 0.861 EASTBOUND 0.692 EASTBOUND Santa Cruz St NORTHBOUND Santa Cruz St 0.417 WESTBOUND Western Ave Western Ave B-32 Prepared by National Data & Surveying Services ID:19-05311-008 Day: City:San Pedro Date: AM 16 1157 3 0 AM NOON 34 1165 5 4 NOON PM 36 1446 6 0 PM AM NOON PM PM NOON AM 0210 0 124 1 000 000 00011 581 0 TEV 2528 2544 2708 0 000 100 1 PHF 0.91 0.92 0.92 56 28 26 0 0120 AM NOON PM PM NOON AM PM 0 25 1163 4 PM NOON 3 22 1272 0 NOON AM 1 66 1217 1 AM Peak Hour Turning Movement Count 1472 Total Vehicles (PM) Total Vehicles (PM) Western Ave & Santa Cruz St Wednesday 06/05/2019 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 5 COUNT PERIODSTotal Vehicles (AM)PEAK HOURSTotal Vehicles (AM) 12:00 PM - 01:00 PM 04:15 PM - 05:15 PM 1226 1165 1286 1-Way Stop (EB)Santa Cruz StEASTBOUNDWestern Ave 1215 5 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 10 1197 Santa Cruz St06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 82 56 61 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-33 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & 1st St City:San Pedro Project ID:19-05311-009 Control:Signalized Date: NS/EW Streets: 1210120011001110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 1 76 87 1 15 53 4 0 3 42 2 0 25 2 17 0 328 6:15 AM 0 93 89 0 16 31 1 0 9 43 2 0 31 7 21 0 343 6:30 AM 0 110 98 0 14 42 2 0 6 45 2 0 42 12 15 0 388 6:45 AM 314898014864 011444 06129290531 7:00 AM 015992015803 010600 06733360555 7:15 AM 1 217 116 1 21 154 7 0 8 50 3 0 74 28 39 0 719 7:30 AM 1 306 132 0 25 204 9 0 18 54 4 0 77 27 54 0 911 7:45 AM 2 253 134 0 40 273 18 0 10 73 3 0 106 44 29 0 985 8:00 AM 4 231 81 0 34 271 18 0 24 57 6 0 119 35 56 0 936 8:15 AM 2 264 104 1 45 250 11 0 17 44 5 0 86 42 27 0 898 8:30 AM 2 220 87 0 35 173 8 0 15 58 3 0 100 35 34 0 770 8:45 AM 4 187 105 0 26 171 9 0 15 53 4 0 86 33 42 0 735 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :20 2264 1223 3 300 1788 94 0 146 623 38 0 874 327 399 0 8099 APPROACH %'s :0.57% 64.50% 34.84% 0.09% 13.75% 81.94% 4.31% 0.00% 18.09% 77.20% 4.71% 0.00% 54.63% 20.44% 24.94% 0.00% PEAK HR :07:30 AM 39 33 44 07:45 AM TOTAL PEAK HR VOL :9 1054 451 1 144 998 56 0 69 228 18 0 388 148 166 0 3730 PEAK HR FACTOR :0.563 0.861 0.841 0.250 0.800 0.914 0.778 0.000 0.719 0.781 0.750 0.000 0.815 0.841 0.741 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1210120011001110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 4 177 84 0 36 190 9 0 5 35 6 0 43 13 32 0 634 11:15 AM 3 240 93 1 42 217 11 0 8 37 3 0 43 24 43 0 765 11:30 AM 6 248 71 1 42 199 12 0 10 26 3 0 58 31 85 0 792 11:45 AM 1 226 77 0 39 256 7 0 7 26 4 0 68 24 46 0 781 12:00 PM 5 231 78 1 44 208 27 0 10 29 2 0 67 30 58 0 790 12:15 PM 4 253 67 0 41 227 10 0 13 37 4 0 60 40 51 0 807 12:30 PM 5 295 89 0 44 248 14 0 17 36 6 0 57 28 45 0 884 12:45 PM 5 234 75 1 56 269 11 0 15 45 3 0 55 30 58 0 857 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :33 1904 634 4 344 1814 101 0 85 271 31 0 451 220 418 0 6310 APPROACH %'s :1.28% 73.94% 24.62% 0.16% 15.23% 80.30% 4.47% 0.00% 21.96% 70.03% 8.01% 0.00% 41.41% 20.20% 38.38% 0.00% PEAK HR :12:00 PM 165 161 168 12:30 PM TOTAL PEAK HR VOL :19 1013 309 2 185 952 62 0 55 147 15 0 239 128 212 0 3338 PEAK HR FACTOR :0.950 0.858 0.868 0.500 0.826 0.885 0.574 0.000 0.809 0.817 0.625 0.000 0.892 0.800 0.914 0.000 1210120011001110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 5 249 116 0 58 344 19 0 7 22 3 0 70 34 41 0 968 3:15 PM 4 300 85 1 39 279 18 0 5 45 7 0 71 36 61 0 951 3:30 PM 1 242 106 3 44 290 17 0 12 29 5 0 73 43 34 0 899 3:45 PM 2 230 94 0 50 268 16 0 17 32 2 0 78 40 41 0 870 4:00 PM 4 247 111 0 35 284 12 0 13 37 1 0 71 38 40 0 893 4:15 PM 2 232 109 1 53 293 17 0 9 38 3 0 77 24 50 0 908 4:30 PM 2 227 88 0 36 272 19 0 10 36 3 0 102 30 46 0 871 4:45 PM 7 216 112 2 53 315 14 0 11 31 4 0 84 29 44 0 922 5:00 PM 5 257 102 2 49 307 22 0 7 40 4 0 82 30 50 0 957 5:15 PM 4 202 97 1 68 321 15 0 11 28 3 0 103 23 43 0 919 5:30 PM 6 217 90 0 56 318 14 0 7 35 5 0 82 36 36 0 902 5:45 PM 5 181 69 0 67 320 18 0 4 53 4 0 74 33 40 0 868 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :47 2800 1179 10 608 3611 201 0 113 426 44 0 967 396 526 0 10928 APPROACH %'s :1.16% 69.38% 29.21% 0.25% 13.76% 81.70% 4.55% 0.00% 19.38% 73.07% 7.55% 0.00% 51.19% 20.96% 27.85% 0.00% PEAK HR :04:45 PM 292 285 296 05:00 PM TOTAL PEAK HR VOL :22 892 401 5 226 1261 65 0 36 134 16 0 351 118 173 0 3700 PEAK HR FACTOR :0.786 0.868 0.895 0.625 0.831 0.982 0.739 0.000 0.818 0.838 0.800 0.000 0.852 0.819 0.865 0.000 6/5/2019 Total 0.967 0.944 0.912 WESTBOUND 0.950 0.947 0.934 EASTBOUND SOUTHBOUND SOUTHBOUND 0.902 0.960 0.892 04:45 PM - 05:45 PM PM AM 07:30 AM - 08:30 AM 12:00 PM - 01:00 PM NORTHBOUND 0.863 NORTHBOUNDNOON 0.863 SOUTHBOUND WESTBOUND 0.905 0.905 EASTBOUND 0.861 EASTBOUND 1st St NORTHBOUND 1st St 0.836 WESTBOUND Western Ave Western Ave B-34 Prepared by National Data & Surveying Services ID:19-05311-009 Day: City:San Pedro Date: AM 56 998 144 0 AM NOON 62 952 185 0 NOON PM 65 1261 226 0 PM AM NOON PM PM NOON AM 0210 1 173 212 166 1 118 128 148 000 01351 239 388 69 55 36 1 TEV 3730 3338 3700 0 000 228 147 134 1 PHF 0.95 0.94 0.97 18 15 16 0 0121 AM NOON PM PM NOON AM PM 5 22 892 401 PM NOON 2 19 1013 309 NOON AM 1 9 1054 451 AM Peak Hour Turning Movement Count 1633 Total Vehicles (PM) Total Vehicles (PM) Western Ave & 1st St Wednesday 06/05/2019 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 823 COUNT PERIODSTotal Vehicles (AM)PEAK HOURSTotal Vehicles (AM) 12:00 PM - 01:00 PM 04:45 PM - 05:45 PM 1289 1101 1280 Signalized 1st StEASTBOUNDWestern Ave 1405 641 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 761 1208 1st St06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 213 209 205 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-35 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & Weymouth Pl City:San Pedro Project ID:19-05311-010 Control:Signalized Date: NS/EW Streets: 12.50.5012000.50.5100.30.31.30 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 011200114530910001310213 6:15 AM 0122001553001721000260236 6:30 AM 0145001781101512000520314 6:45 AM 0155103391502011000470354 7:00 AM 11870026137502821000810468 7:15 AM 021700351726029320011200585 7:30 AM 0 257 0 0 68 228 11 0 39 11 10 0 2 3 156 0 785 7:45 AM 11840067273140261640021330720 8:00 AM 3247409031911025380051390854 8:15 AM 120860722364018520231190676 8:30 AM 32251040215201222020870591 8:45 AM 31722056208801242012880558 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :12 2231 14 0 530 2058 70 0 250 51 35 0 7 17 1079 0 6354 APPROACH %'s :0.53% 98.85% 0.62% 0.00% 19.94% 77.43% 2.63% 0.00% 74.40% 15.18% 10.42% 0.00% 0.63% 1.54% 97.82% 0.00% PEAK HR :07:30 AM 39 33 44 08:00 AM TOTAL PEAK HR VOL :5 896 10 0 297 1056 40 0 108 35 24 0 4 13 547 0 3035 PEAK HR FACTOR :0.417 0.872 0.417 0.000 0.825 0.828 0.714 0.000 0.692 0.547 0.600 0.000 0.500 0.650 0.877 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 12.50.5012000.50.5100.30.31.30 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 11982061197110842054910584 11:15 AM 1217306322290811021960624 11:30 AM 01731067199801225010990567 11:45 AM 0197306319910011930151250626 12:00 PM 1191205324810017510131250657 12:15 PM 1253206722113010320141150692 12:30 PM 11952076257904410251020658 12:45 PM 3239209625710014550221070742 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :8 1663 17 0 546 1800 80 0 84 33 20 0 15 24 860 0 5150 APPROACH %'s :0.47% 98.52% 1.01% 0.00% 22.51% 74.20% 3.30% 0.00% 61.31% 24.09% 14.60% 0.00% 1.67% 2.67% 95.66% 0.00% PEAK HR :12:00 PM 165 161 168 12:45 PM TOTAL PEAK HR VOL :6 878 8 0 292 983 42 0 45 17 9 0 6 14 449 0 2749 PEAK HR FACTOR :0.500 0.868 1.000 0.000 0.760 0.956 0.808 0.000 0.662 0.850 0.450 0.000 0.750 0.700 0.898 0.000 12.50.5012000.50.5100.30.31.30 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 1201008926313014250031180709 3:15 PM 1214208230110016740221120753 3:30 PM 119810742921209730121010701 3:45 PM 219030912611701341022920678 4:00 PM 619700803071701133003960723 4:15 PM 218220782831201146001960677 4:30 PM 220830632862306330081100715 4:45 PM 2192308132823010130141120760 5:00 PM 3192509433221011640221040776 5:15 PM 32190074329220911013870749 5:30 PM 222120852911901323001990738 5:45 PM 02293074292210953025860729 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :25 2443 24 0 965 3565 210 0 132 45 39 0 11 36 1213 0 8708 APPROACH %'s :1.00% 98.03% 0.96% 0.00% 20.36% 75.21% 4.43% 0.00% 61.11% 20.83% 18.06% 0.00% 0.87% 2.86% 96.27% 0.00% PEAK HR :04:45 PM 292 285 296 05:00 PM TOTAL PEAK HR VOL :10 824 10 0 334 1280 85 0 43 10 11 0 4 10 402 0 3023 PEAK HR FACTOR :0.833 0.932 0.500 0.000 0.888 0.964 0.924 0.000 0.827 0.417 0.688 0.000 0.500 0.625 0.897 0.000 6/6/2019 Total 0.974 0.926 0.762 WESTBOUND 0.889 0.888 0.909 EASTBOUND SOUTHBOUND SOUTHBOUND 0.938 0.950 0.907 04:45 PM - 05:45 PM PM AM 07:30 AM - 08:30 AM 12:00 PM - 01:00 PM NORTHBOUND 0.886 NORTHBOUNDNOON 0.871 SOUTHBOUND WESTBOUND 0.829 0.696 EASTBOUND 0.740 EASTBOUND Weymouth Pl NORTHBOUND Weymouth Pl 0.876 WESTBOUND Western Ave Western Ave B-36 Prepared by National Data & Surveying Services ID:19-05311-010 Day: City:San Pedro Date: AM 40 1056 297 0 AM NOON 42 983 292 0 NOON PM 85 1280 334 0 PM AM NOON PM PM NOON AM 0210 1.3 402 449 547 0.3 10 14 13 000 0 0.3 464 108 45 43 0.5 TEV 3035 2749 3023 0 000 35 17 10 0.5 PHF 0.89 0.93 0.97 24911 1 0 1 2.5 0.5 AM NOON PM PM NOON AM PM 0 10 824 10 PM NOON 0 6 878 8 NOON AM 0 5 896 10 AM Peak Hour Turning Movement Count 1295 Total Vehicles (PM) Total Vehicles (PM) Western Ave & Weymouth Pl Thursday 06/06/2019 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 342 COUNT PERIODSTotal Vehicles (AM)PEAK HOURSTotal Vehicles (AM) 12:00 PM - 01:00 PM 04:45 PM - 05:45 PM 1551 1269 1372 Signalized Weymouth PlEASTBOUNDWestern Ave 1084 317 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 354 998 Weymouth Pl06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 58 62 105 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-37 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & Bynner Dr City:San Pedro Project ID:19-05311-011 Control:Signalized Date: NS/EW Streets: 1200120001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 1110101511011000000167 6:15 AM 1121001461020000010173 6:30 AM 0136004761040000000221 6:45 AM 1161002971012100010267 7:00 AM 11880021330081000000333 7:15 AM 32200041751011100010407 7:30 AM 123600112212054300040487 7:45 AM 318500152663022301120483 8:00 AM 6221101829950410001100566 8:15 AM 421910112284031200170481 8:30 AM 420210102076002200200436 8:45 AM 11831081924073200220405 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :26 2182 5 0 87 1991 29 0 38 18 14 0 1 7 28 0 4426 APPROACH %'s :1.17% 98.60% 0.23% 0.00% 4.13% 94.49% 1.38% 0.00% 54.29% 25.71% 20.00% 0.00% 2.78% 19.44% 77.78% 0.00% PEAK HR :07:30 AM 39 33 44 08:00 AM TOTAL PEAK HR VOL :14 861 2 0 55 1014 14 0 14 880132302017 PEAK HR FACTOR :0.583 0.912 0.500 0.000 0.764 0.848 0.700 0.000 0.700 0.500 0.667 0.000 0.250 0.750 0.575 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1200120001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 020500111865040200140418 11:15 AM 31850062135010400140422 11:30 AM 41841082002032100020407 11:45 AM 12081091923021100140423 12:00 PM 12031052257193101110459 12:15 PM 3222001420811241101100468 12:30 PM 020600102545041300240489 12:45 PM 22330062392051201200493 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :14 1646 3 0 69 1717 40 3 32 9 15 0 3 9 19 0 3579 APPROACH %'s :0.84% 98.98% 0.18% 0.00% 3.77% 93.88% 2.19% 0.16% 57.14% 16.07% 26.79% 0.00% 9.68% 29.03% 61.29% 0.00% PEAK HR :12:00 PM 165 161 168 12:45 PM TOTAL PEAK HR VOL :686410359262532267036501909 PEAK HR FACTOR :0.500 0.927 0.250 0.000 0.625 0.911 0.568 0.375 0.611 0.500 0.583 0.000 0.750 0.750 0.313 0.000 1200120001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 12121092575051000310495 3:15 PM 321400152737151200240527 3:30 PM 118700242786141200230509 3:45 PM 01932092345022200030452 4:00 PM 1201111429811020100220534 4:15 PM 018700122504112200030462 4:30 PM 320931122896060100030533 4:45 PM 3178001729312050200310514 5:00 PM 219311133196010100000537 5:15 PM 322610193074041200140572 5:30 PM 619710827810121000010505 5:45 PM 322800102829221200210542 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :26 2425 10 3 162 3358 85 6 39 10 17 0 0 15 26 0 6182 APPROACH %'s :1.06% 98.42% 0.41% 0.12% 4.49% 92.99% 2.35% 0.17% 59.09% 15.15% 25.76% 0.00% 0.00% 36.59% 63.41% 0.00% PEAK HR :04:30 PM 291 285 296 05:15 PM TOTAL PEAK HR VOL :11 806 5 2 61 1208 28 0 16 16004802156 PEAK HR FACTOR :0.917 0.892 0.417 0.500 0.803 0.947 0.583 0.000 0.667 0.250 0.750 0.000 0.000 0.333 0.500 0.000 6/6/2019 Total 0.942 0.968 0.821 WESTBOUND 0.600 0.891 0.583 EASTBOUND SOUTHBOUND SOUTHBOUND 0.896 0.959 0.919 04:30 PM - 05:30 PM PM AM 07:30 AM - 08:30 AM 12:00 PM - 01:00 PM NORTHBOUND 0.925 NORTHBOUNDNOON 0.927 SOUTHBOUND WESTBOUND 0.841 0.625 EASTBOUND 0.673 EASTBOUND Bynner Dr NORTHBOUND Bynner Dr 0.614 WESTBOUND Western Ave Western Ave B-38 Prepared by National Data & Surveying Services ID:19-05311-011 Day: City:San Pedro Date: AM 14 1014 55 0 AM NOON 25 926 35 3 NOON PM 28 1208 61 0 PM AM NOON PM PM NOON AM 0210 0 8523 1 463 000 00031 14 22 16 0 TEV 2017 1909 2156 0 000 861 1 PHF 0.89 0.97 0.94 876 0 0120 AM NOON PM PM NOON AM PM 2 11 806 5 PM NOON 0 6 864 1 NOON AM 0 14 861 2 AM Peak Hour Turning Movement Count 1216 Total Vehicles (PM) Total Vehicles (PM) Western Ave & Bynner Dr Thursday 06/06/2019 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 65 COUNT PERIODSTotal Vehicles (AM)PEAK HOURSTotal Vehicles (AM) 12:00 PM - 01:00 PM 04:30 PM - 05:30 PM 898 830 894 Signalized Bynner DrEASTBOUNDWestern Ave 1023 42 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 67 936 Bynner Dr06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 31 37 43 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-39 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & 9th St City:San Pedro Project ID:19-05311-012 Control:Signalized Date: NS/EW Streets: 1200120012001110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 3100700400023405470175 6:15 AM 6109603530032507570206 6:30 AM 151335007530056051280267 6:45 AM 181419037260581001117130313 7:00 AM 25 177 10 0 2 144 1 0 2 11 10 0 12 15 11 0 420 7:15 AM 38 194 17 0 1 142 5 0 3 11 28 0 15 13 14 0 481 7:30 AM 76 237 17 0 17 211 8 0 2 23 28 0 29 48 10 0 706 7:45 AM 70 165 15 0 10 259 3 0 3 24 38 0 33 57 11 0 688 8:00 AM 54 199 27 0 20 258 1 0 6 24 48 0 34 35 24 0 730 8:15 AM 37 197 27 0 16 235 8 0 5 20 47 0 38 25 17 0 672 8:30 AM 30 198 19 0 9 197 6 0 5 16 21 0 35 25 17 0 578 8:45 AM 40 165 21 0 13 191 6 0 3 30 20 0 33 27 16 0 565 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :412 2015 180 0 94 1877 47 0 39 177 265 0 257 283 155 0 5801 APPROACH %'s :15.80% 77.29% 6.90% 0.00% 4.66% 93.01% 2.33% 0.00% 8.11% 36.80% 55.09% 0.00% 36.98% 40.72% 22.30% 0.00% PEAK HR :07:30 AM 39 33 44 08:00 AM TOTAL PEAK HR VOL :237 798 86 0 63 963 20 0 16 91 161 0 134 165 62 0 2796 PEAK HR FACTOR :0.780 0.842 0.796 0.000 0.788 0.930 0.625 0.000 0.667 0.948 0.839 0.000 0.882 0.724 0.646 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1200120012001110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 41 185 18 0 9 185 11 0 3 13 16 0 27 19 8 0 535 11:15 AM 36 188 26 0 11 202 8 0 8 17 20 0 29 18 10 0 573 11:30 AM 29 150 24 0 13 169 6 0 6 20 27 0 27 29 15 0 515 11:45 AM 36 189 25 0 16 177 12 0 9 25 22 0 38 20 20 0 589 12:00 PM 38 155 17 0 15 195 6 0 6 22 35 0 34 31 20 0 574 12:15 PM 36 220 23 0 14 193 8 0 5 29 40 0 30 23 18 0 639 12:30 PM 41 175 25 0 14 220 10 0 5 26 60 0 28 21 18 0 643 12:45 PM 34 220 30 0 26 222 6 0 8 29 51 0 26 21 16 0 689 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :291 1482 188 0 118 1563 67 0 50 181 271 0 239 182 125 0 4757 APPROACH %'s :14.84% 75.57% 9.59% 0.00% 6.75% 89.42% 3.83% 0.00% 9.96% 36.06% 53.98% 0.00% 43.77% 33.33% 22.89% 0.00% PEAK HR :12:00 PM 165 161 168 12:45 PM TOTAL PEAK HR VOL :149 770 95 0 69 830 30 0 24 106 186 0 118 96 72 0 2545 PEAK HR FACTOR :0.909 0.875 0.792 0.000 0.663 0.935 0.750 0.000 0.750 0.914 0.775 0.000 0.868 0.774 0.900 0.000 1200120012001110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 33 192 21 0 17 241 7 0 11 28 30 0 33 33 13 0 659 3:15 PM 35 179 18 0 16 261 12 0 3 26 34 0 31 30 15 0 660 3:30 PM 26 172 27 0 15 239 8 0 6 29 32 0 20 33 20 0 627 3:45 PM 25 176 12 0 14 242 6 0 8 32 49 0 29 24 12 0 629 4:00 PM 22 186 18 0 13 260 5 0 4 30 43 0 25 25 19 0 650 4:15 PM 17 166 27 0 19 242 12 0 6 30 43 0 35 28 9 0 634 4:30 PM 32 191 22 0 16 249 10 0 9 27 47 0 47 27 5 0 682 4:45 PM 34 181 19 0 17 240 18 0 4 24 37 0 40 30 10 0 654 5:00 PM 28 190 21 0 25 273 28 0 5 32 45 0 30 32 10 0 719 5:15 PM 39 196 29 0 14 279 13 0 4 31 62 0 37 34 8 0 746 5:30 PM 30 198 25 0 27 257 13 0 7 51 42 0 30 28 13 0 721 5:45 PM 27 200 20 0 21 225 8 0 7 33 50 0 21 23 22 0 657 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :348 2227 259 0 214 3008 140 0 74 373 514 0 378 347 156 0 8038 APPROACH %'s :12.28% 78.58% 9.14% 0.00% 6.37% 89.47% 4.16% 0.00% 7.70% 38.81% 53.49% 0.00% 42.91% 39.39% 17.71% 0.00% PEAK HR :05:00 PM 293 285 296 05:15 PM TOTAL PEAK HR VOL :124 784 95 0 87 1034 62 0 23 147 199 0 118 117 53 0 2843 PEAK HR FACTOR :0.795 0.980 0.819 0.000 0.806 0.927 0.554 0.000 0.821 0.721 0.802 0.000 0.797 0.860 0.602 0.000 6/6/2019 Total 0.953 0.923 0.923 WESTBOUND 0.911 0.958 0.841 EASTBOUND SOUTHBOUND SOUTHBOUND 0.950 0.907 0.914 05:00 PM - 06:00 PM PM AM 07:30 AM - 08:30 AM 12:00 PM - 01:00 PM NORTHBOUND 0.849 NORTHBOUNDNOON 0.893 SOUTHBOUND WESTBOUND 0.937 0.859 EASTBOUND 0.868 EASTBOUND 9th St NORTHBOUND 9th St 0.894 WESTBOUND Western Ave Western Ave B-40 Prepared by National Data & Surveying Services ID:19-05311-012 Day: City:San Pedro Date: AM 20 963 63 0 AM NOON 30 830 69 0 NOON PM 62 1034 87 0 PM AM NOON PM PM NOON AM 0210 1 53 72 62 1 117 96 165 000 01118 118 134 16 24 23 1 TEV 2796 2545 2843 0 000 91 106 147 2 PHF 0.96 0.92 0.95 161 186 199 0 0120 AM NOON PM PM NOON AM PM 0 124 784 95 PM NOON 0 149 770 95 NOON AM 0 237 798 86 AM Peak Hour Turning Movement Count 1351 Total Vehicles (PM) Total Vehicles (PM) Western Ave & 9th St Thursday 06/06/2019 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 240 COUNT PERIODSTotal Vehicles (AM)PEAK HOURSTotal Vehicles (AM) 12:00 PM - 01:00 PM 05:00 PM - 06:00 PM 876 860 866 Signalized 9th StEASTBOUNDWestern Ave 1258 270 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 329 1134 9th St06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 422 275 303 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-41 National Data & Surveying Services Intersection Turning Movement Count Location:Western Ave & Dodson Ave City:San Pedro Project ID:19-05311-013 Control:1-Way Stop (WB)Date: NS/EW Streets: 0200120000000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 0108401500000000010164 6:15 AM 0128102720000003020208 6:30 AM 0141301790000002030229 6:45 AM 0175902910000001030281 7:00 AM 02008031550000005020373 7:15 AM 02518031920000005010460 7:30 AM 031710012640000003060601 7:45 AM 0254170112980000006020588 8:00 AM 026990113140000006040613 8:15 AM 026311053380000004040625 8:30 AM 023913032590000003020519 8:45 AM 021614022270000004050468 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 2561 107 0 45 2339 0000004203505129 APPROACH %'s :0.00% 95.99% 4.01% 0.00% 1.89% 98.11% 0.00% 0.00%54.55% 0.00% 45.45% 0.00% PEAK HR :07:30 AM 39 33 44 08:15 AM TOTAL PEAK HR VOL :0 1103 47 0 28 1214 0000001901602427 PEAK HR FACTOR :0.000 0.870 0.691 0.000 0.636 0.898 0.000 0.000 0.000 0.000 0.000 0.000 0.792 0.000 0.667 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0200120000000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 11:00 AM 023417152340000008010500 11:15 AM 02437032290000006010489 11:30 AM 020619012380000006030473 11:45 AM 024015052320000002030497 12:00 PM 021420062490000002030494 12:15 PM 026815042620000005020556 12:30 PM 0246250112950100002030583 12:45 PM 027916082810100007010593 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 1930 134 1 43 2020 0200003801704185 APPROACH %'s :0.00% 93.46% 6.49% 0.05% 2.08% 97.82% 0.00% 0.10%69.09% 0.00% 30.91% 0.00% PEAK HR :12:00 PM 165 161 168 12:45 PM TOTAL PEAK HR VOL :0 1007 76 0 29 1087 020000160902226 PEAK HR FACTOR :0.000 0.902 0.760 0.000 0.659 0.921 0.000 0.500 0.000 0.000 0.000 0.000 0.571 0.000 0.750 0.000 0200120000000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 3:00 PM 025515042850000007050571 3:15 PM 022713083330000004000585 3:30 PM 022124092690000004000527 3:45 PM 021619062990000003030546 4:00 PM 021517073260000006000571 4:15 PM 021113063320000004010567 4:30 PM 023111063110100004040568 4:45 PM 0233150143230100006010593 5:00 PM 0234130133360100001020600 5:15 PM 026117093610100005000654 5:30 PM 025720083090100006040605 5:45 PM 024317073100000002000579 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 2804 194 0 97 3794 0500005202006966 APPROACH %'s :0.00% 93.53% 6.47% 0.00% 2.49% 97.38% 0.00% 0.13%72.22% 0.00% 27.78% 0.00% PEAK HR :04:45 PM 292 285 296 05:15 PM TOTAL PEAK HR VOL :0 985 65 0 44 1329 040000180702452 PEAK HR FACTOR :0.000 0.943 0.813 0.000 0.786 0.920 0.000 1.000 0.000 0.000 0.000 0.000 0.750 0.000 0.438 0.000 6/6/2019 Total 0.937 0.938 WESTBOUND 0.625 0.971 0.781 EASTBOUND SOUTHBOUND SOUTHBOUND 0.944 0.928 0.910 04:45 PM - 05:45 PM PM AM 07:30 AM - 08:30 AM 12:00 PM - 01:00 PM NORTHBOUND 0.879 NORTHBOUNDNOON 0.918 SOUTHBOUND WESTBOUND 0.905 EASTBOUND EASTBOUND Dodson Ave NORTHBOUND Dodson Ave 0.875 WESTBOUND Western Ave Western Ave B-42 Prepared by National Data & Surveying Services ID:19-05311-013 Day: City:San Pedro Date: AM 0 1214 28 0 AM NOON 0 1087 29 2 NOON PM 0 1329 44 4 PM AM NOON PM PM NOON AM 0210 0 7916 1 000 000 0018 16 19 000 0 TEV 2427 2226 2452 0 000 000 0 PHF 0.97 0.94 0.94 000 0 0020 AM NOON PM PM NOON AM PM 0 0 985 65 PM NOON 0 0 1007 76 NOON AM 0 0 1103 47 AM Peak Hour Turning Movement Count 1347 Total Vehicles (PM) Total Vehicles (PM) Western Ave & Dodson Ave Thursday 06/06/2019 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (NOON) Pedestrians (Crosswalks) Total Vehicles (NOON) 75 COUNT PERIODSTotal Vehicles (AM)PEAK HOURSTotal Vehicles (AM) 12:00 PM - 01:00 PM 04:45 PM - 05:45 PM 1119 996 1018 1-Way Stop (WB)Dodson AveEASTBOUNDWestern Ave 1233 105 Western Ave SOUTHBOUND 03:00 PM - 06:00 PM NORTHBOUND 109 1103 Dodson Ave06:00 AM - 09:00 AM 11:00 AM - 01:00 PM 000 NOONAM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON `NOONPMAMNOONAMPMNOONAMPMNOONPMAMB-43 Attachment C Explanation of HCM Methodology B-44 HIGHWAY CAPACITY MANUAL (6TH EDITION) LEVEL OF SERVICE CRITERIA FOR INTERSECTIONS SIGNALIZED INTERSECTIONS: LEVEL OF SERVICE STOPPED DELAY PER VEHICLE (SEC) A B C D E F ≤ 10.0 > 10.0 to 20.0 > 20.0 to 35.0 > 35.0 to 55.0 > 55.0 to 80.0 > 80.0 UNSIGNALIZED INTERSECTIONS: LEVEL OF SERVICE STOPPED DELAY PER VEHICLE (SEC) A B C D E F ≤ 10.0 > 10.0 to 15.0 > 15.0 to 25.0 > 25.0 to 35.0 > 35.0 to 50.0 > 50.0 SOURCE: Highway Capacity Manual, 6th Edition, Transportation Research Board. B-3 B-45 HIGHWAY CAPACITY MANUAL (6TH EDITION) LEVEL OF SERVICE DESCRIPTION FOR INTERSECTIONS LEVEL OF SERVICE DESCRIPTION A Low volumes, high speeds; speed not restricted by other vehicles; all signal cycles clear with no vehicles waiting through more than one signal cycle. B Operating speeds beginning to be affected by other traffic; between one and 10 percent of the signal cycles have one or more vehicles which wait through more than one signal cycle during peak traffic periods. C Operating speeds and maneuverability closely controlled by other traffic; between 11 and 30 percent of the signal cycles have one or more vehicles which wait through more than one signal cycle during peak traffic periods; recommended ideal design standard. D Tolerable operating speeds; 31 to 70 percent of the signal cycles have one or more vehicle which wait through more than one signal cycle during peak traffic periods; often used as design standard in urban areas. E Capacity; the maximum traffic volumes an intersection can accommodate; restricted speeds; 71 to 100 percent of the signal cycles have one or more vehicles which wait through more than one signal cycle during peak traffic periods. F Long queues of traffic; unstable flow; stoppages of long duration; traffic volumes and traffic speed can drop to zero; traffic volume will be less than the volume which occurs at Level of Service E. SOURCE: Highway Capacity Manual, 6th Edition, Transportation Research Board. B-4 B-46 Attachment D LOS Calculations B-47 HCM 6th Signalized Intersection Summary 2: Western Avenue & Morse Dr/19th Street 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 94 25 12 198 49 218 15 821 115 148 1043 39 Future Volume (veh/h) 94 25 12 198 49 218 15 821 115 148 1043 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 27 13 215 53 237 16 892 125 161 1134 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 425 358 172 508 561 476 279 1721 241 325 1922 71 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 1089 1193 574 1367 1870 1585 477 3130 439 554 3495 129 Grp Volume(v), veh/h 102 0 40 215 53 237 16 506 511 161 576 600 Grp Sat Flow(s),veh/h/ln 1089 0 1767 1367 1870 1585 477 1777 1791 554 1777 1847 Q Serve(g_s), s 4.5 0.0 1.0 8.0 1.2 7.4 1.4 10.8 10.8 15.5 13.0 13.0 Cycle Q Clear(g_c), s 5.7 0.0 1.0 9.0 1.2 7.4 14.4 10.8 10.8 26.2 13.0 13.0 Prop In Lane 1.00 0.32 1.00 1.00 1.00 0.24 1.00 0.07 Lane Grp Cap(c), veh/h 425 0 530 508 561 476 279 977 985 325 977 1016 V/C Ratio(X) 0.24 0.00 0.08 0.42 0.09 0.50 0.06 0.52 0.52 0.49 0.59 0.59 Avail Cap(c_a), veh/h 425 0 530 508 561 476 279 977 985 325 977 1016 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.2 0.0 15.0 18.3 15.1 17.3 13.8 8.5 8.5 16.7 9.0 9.0 Incr Delay (d2), s/veh 1.3 0.0 0.3 2.6 0.3 3.7 0.4 2.0 1.9 5.3 2.6 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 0.4 2.7 0.5 2.9 0.2 3.8 3.8 2.2 4.6 4.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.5 0.0 15.3 20.8 15.5 21.0 14.2 10.5 10.4 22.0 11.6 11.5 LnGrp LOS B A B C B C B B B C B B Approach Vol, veh/h 142 505 1033 1337 Approach Delay, s/veh 17.6 20.3 10.5 12.8 Approach LOS B C B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 37.5 22.5 37.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 16.4 7.7 28.2 11.0 Green Ext Time (p_c), s 6.5 0.4 3.4 1.1 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B B-48 HCM 6th TWSC 8: Western Avenue & Dodson Avenue 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 2 Intersection Int Delay, s/veh 1.2 Movement SBL SBR SEL SET NWT NWR Lane Configurations Traffic Vol, veh/h 19 16 28 1214 1103 47 Future Vol, veh/h 19 16 28 1214 1103 47 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 0 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 21 17 30 1320 1199 51 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1945 625 1250 0 - 0 Stage 1 1225 - - - - - Stage 2 720 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 57 428 553 - - - Stage 1 241 - - - - - Stage 2 443 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 54 428 553 - - - Mov Cap-2 Maneuver 54 - - - - - Stage 1 228 - - - - - Stage 2 443 - - - - - Approach SB SE NW HCM Control Delay, s 71.6 0.3 0 HCM LOS F Minor Lane/Major Mvmt NWT NWR SEL SET SBLn1 Capacity (veh/h)- - 553 - 90 HCM Lane V/C Ratio - - 0.055 - 0.423 HCM Control Delay (s) - - 11.9 - 71.6 HCM Lane LOS - - B - F HCM 95th %tile Q(veh) - - 0.2 - 1.7 B-49 HCM 6th Signalized Intersection Summary 10: Western Avenue & 9th Street 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 16 91 161 134 165 62 237 798 86 63 963 20 Future Volume (veh/h) 16 91 161 134 165 62 237 798 86 63 963 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 99 175 146 179 67 258 867 93 68 1047 22 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 365 400 357 346 423 359 292 1335 143 131 1148 24 Arrive On Green 0.06 0.22 0.22 0.06 0.23 0.23 0.16 0.41 0.41 0.07 0.32 0.32 Sat Flow, veh/h 1781 1777 1585 1781 1870 1585 1781 3237 347 1781 3559 75 Grp Volume(v), veh/h 17 99 175 146 179 67 258 476 484 68 523 546 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1870 1585 1781 1777 1808 1781 1777 1857 Q Serve(g_s), s 0.5 3.7 7.7 5.1 6.6 2.7 11.3 17.2 17.2 2.9 22.6 22.6 Cycle Q Clear(g_c), s 0.5 3.7 7.7 5.1 6.6 2.7 11.3 17.2 17.2 2.9 22.6 22.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.04 Lane Grp Cap(c), veh/h 365 400 357 346 423 359 292 733 746 131 573 599 V/C Ratio(X) 0.05 0.25 0.49 0.42 0.42 0.19 0.88 0.65 0.65 0.52 0.91 0.91 Avail Cap(c_a), veh/h 365 400 357 346 423 359 292 733 746 131 573 599 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.8 25.4 27.0 22.5 26.5 25.0 32.7 18.9 18.9 35.7 26.0 26.0 Incr Delay (d2), s/veh 0.2 1.5 4.8 3.7 3.1 1.1 30.0 4.4 4.3 13.8 21.2 20.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.7 3.3 2.4 3.2 1.1 7.2 7.5 7.6 1.8 12.4 12.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.0 26.9 31.8 26.2 29.6 26.2 62.7 23.3 23.2 49.5 47.2 46.6 LnGrp LOS C C C C C C E C C D D D Approach Vol, veh/h 291 392 1218 1137 Approach Delay, s/veh 29.5 27.7 31.6 47.0 Approach LOS C C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.4 37.5 9.6 22.5 17.6 30.3 9.5 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.9 33.0 5.1 18.0 13.1 25.8 5.0 18.1 Max Q Clear Time (g_c+I1), s 4.9 19.2 7.1 9.7 13.3 24.6 2.5 8.6 Green Ext Time (p_c), s 0.0 5.3 0.0 1.0 0.0 0.8 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 36.7 HCM 6th LOS D B-50 HCM 6th Signalized Intersection Summary 13: Bynner Drive & Western Avenue 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 4 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 14 861 2 55 1014 14 14 8 8 1 3 23 Future Volume (veh/h) 14 861 2 55 1014 14 14 8 8 1 3 23 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 936 2 60 1102 15 15 9 9 1 3 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 248 1637 3 299 1615 22 331 198 159 78 79 516 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow, veh/h 504 3638 8 597 3590 49 612 535 430 9 214 1393 Grp Volume(v), veh/h 15 457 481 60 545 572 33 0 0 29 0 0 Grp Sat Flow(s),veh/h/ln 504 1777 1869 597 1777 1862 1577 0 0 1616 0 0 Q Serve(g_s), s 1.2 9.5 9.5 4.1 12.2 12.2 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 13.4 9.5 9.5 13.7 12.2 12.2 0.6 0.0 0.0 0.6 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.03 0.45 0.27 0.03 0.86 Lane Grp Cap(c), veh/h 248 800 841 299 800 838 688 0 0 673 0 0 V/C Ratio(X) 0.06 0.57 0.57 0.20 0.68 0.68 0.05 0.00 0.00 0.04 0.00 0.00 Avail Cap(c_a), veh/h 248 800 841 299 800 838 688 0 0 673 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 16.2 10.2 10.2 15.2 10.9 10.9 10.1 0.0 0.0 10.1 0.0 0.0 Incr Delay (d2), s/veh 0.5 3.0 2.8 1.5 4.7 4.5 0.1 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 3.6 3.7 0.6 4.8 4.9 0.2 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.7 13.1 13.0 16.7 15.6 15.4 10.2 0.0 0.0 10.2 0.0 0.0 LnGrp LOS B B B B B B B A A B A A Approach Vol, veh/h 953 1177 33 29 Approach Delay, s/veh 13.1 15.6 10.2 10.2 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 23.0 27.0 23.0 27.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 22.5 18.5 22.5 Max Q Clear Time (g_c+I1), s 2.6 15.4 2.6 15.7 Green Ext Time (p_c), s 0.1 3.4 0.1 4.1 Intersection Summary HCM 6th Ctrl Delay 14.3 HCM 6th LOS B B-51 HCM 6th Signalized Intersection Summary 16: Western Avenue & Wemouth Pl/Weymouth Ave 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 35 24 4 16 547 5 896 10 297 1056 40 Future Volume (veh/h) 108 35 24 4 16 547 5 896 10 297 1056 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 117 38 26 4 17 595 5 974 11 323 1148 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 342 96 524 144 526 524 255 1719 19 163 1762 66 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.09 0.50 0.50 Sat Flow, veh/h 684 290 1585 198 1593 1585 470 5205 59 1781 3493 131 Grp Volume(v), veh/h 155 0 26 21 0 595 5 637 348 323 584 607 Grp Sat Flow(s),veh/h/ln 974 0 1585 1792 0 1585 470 1702 1860 1781 1777 1847 Q Serve(g_s), s 5.8 0.0 0.6 0.0 0.0 18.0 0.4 8.4 8.4 5.0 13.2 13.2 Cycle Q Clear(g_c), s 6.4 0.0 0.6 0.4 0.0 18.0 4.2 8.4 8.4 5.0 13.2 13.2 Prop In Lane 0.75 1.00 0.19 1.00 1.00 0.03 1.00 0.07 Lane Grp Cap(c), veh/h 438 0 524 670 0 524 255 1124 614 163 897 932 V/C Ratio(X) 0.35 0.00 0.05 0.03 0.00 1.14 0.02 0.57 0.57 1.98 0.65 0.65 Avail Cap(c_a), veh/h 438 0 524 670 0 524 255 1124 614 163 897 932 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.2 0.0 12.4 12.4 0.0 18.3 15.0 15.0 15.0 24.8 10.0 10.0 Incr Delay (d2), s/veh 2.2 0.0 0.2 0.1 0.0 82.7 0.1 2.1 3.8 460.7 3.7 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 0.0 0.2 0.2 0.0 17.7 0.1 3.2 3.7 22.9 4.9 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.4 0.0 12.6 12.4 0.0 101.0 15.1 17.1 18.8 485.4 13.6 13.5 LnGrp LOS B A B B A F B B B F B B Approach Vol, veh/h 181 616 990 1514 Approach Delay, s/veh 15.9 98.0 17.7 114.2 Approach LOS B F B F Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s9.5 22.5 22.5 32.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s7.0 10.4 8.4 15.2 20.0 Green Ext Time (p_c), s 0.0 3.8 0.8 1.9 0.0 Intersection Summary HCM 6th Ctrl Delay 76.8 HCM 6th LOS E B-52 HCM 6th Signalized Intersection Summary 19: Western Avenue & 1st Street 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 228 18 388 148 166 10 1054 451 144 998 56 Future Volume (veh/h) 69 228 18 388 148 166 10 1054 451 144 998 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 75 248 20 422 161 180 11 1146 490 157 1085 61 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 517 683 55 491 748 634 219 1421 634 195 1368 77 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1039 1708 138 1111 1870 1585 491 3554 1585 307 3420 192 Grp Volume(v), veh/h 75 0 268 422 161 180 11 1146 490 157 563 583 Grp Sat Flow(s),veh/h/ln1039 0 1846 1111 1870 1585 491 1777 1585 307 1777 1836 Q Serve(g_s), s 2.3 0.0 4.6 13.4 2.5 3.5 0.9 12.9 12.1 5.1 12.5 12.5 Cycle Q Clear(g_c), s 4.8 0.0 4.6 18.0 2.5 3.5 13.5 12.9 12.1 18.0 12.5 12.5 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 517 0 738 491 748 634 219 1421 634 195 711 734 V/C Ratio(X) 0.15 0.00 0.36 0.86 0.22 0.28 0.05 0.81 0.77 0.80 0.79 0.79 Avail Cap(c_a), veh/h 517 0 738 491 748 634 219 1421 634 195 711 734 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.5 0.0 9.5 17.2 8.9 9.1 17.8 12.0 11.7 21.9 11.9 11.9 Incr Delay (d2), s/veh 0.6 0.0 1.4 17.5 0.7 1.1 0.4 5.0 8.9 28.7 8.9 8.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.0 1.7 6.4 0.9 1.1 0.1 4.9 4.8 3.1 5.6 5.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.0 0.0 10.9 34.7 9.5 10.3 18.2 16.9 20.6 50.6 20.7 20.5 LnGrp LOS B A B C A B B B C D C C Approach Vol, veh/h 343 763 1647 1303 Approach Delay, s/veh 10.9 23.6 18.0 24.2 Approach LOS B C B C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 15.5 6.8 20.0 20.0 Green Ext Time (p_c), s 2.0 1.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 20.5 HCM 6th LOS C B-53 HCM 6th Signalized Intersection Summary 22: Western Avenue & Park Western Drive 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 9 2 153 0 114 24 1348 236 108 1076 1 Future Volume (veh/h) 1 9 2 153 0 114 24 1348 236 108 1076 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1 10 2 166 0 124 26 1465 257 117 1170 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 52 296 55 363 0 317 347 2122 366 196 2550 2 Arrive On Green 0.20 0.20 0.20 0.20 0.00 0.20 0.70 0.70 0.70 0.70 0.70 0.70 Sat Flow, veh/h 43 1481 277 1413 0 1585 479 3031 522 282 3644 3 Grp Volume(v), veh/h 13 0 0 166 0 124 26 848 874 117 571 600 Grp Sat Flow(s),veh/h/ln1800 0 0 1413 0 1585 479 1777 1776 282 1777 1870 Q Serve(g_s), s 0.0 0.0 0.0 9.0 0.0 6.1 2.3 24.7 26.1 36.9 12.8 12.8 Cycle Q Clear(g_c), s 0.5 0.0 0.0 9.5 0.0 6.1 15.1 24.7 26.1 63.0 12.8 12.8 Prop In Lane 0.08 0.15 1.00 1.00 1.00 0.29 1.00 0.00 Lane Grp Cap(c), veh/h 403 0 0 363 0 317 347 1244 1243 196 1244 1309 V/C Ratio(X) 0.03 0.00 0.00 0.46 0.00 0.39 0.07 0.68 0.70 0.60 0.46 0.46 Avail Cap(c_a), veh/h 403 0 0 363 0 317 347 1244 1243 196 1244 1309 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 0.0 0.0 32.5 0.0 31.2 9.3 7.7 8.0 26.8 6.0 6.0 Incr Delay (d2), s/veh 0.1 0.0 0.0 4.1 0.0 3.6 0.4 3.0 3.3 12.8 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.0 0.0 3.6 0.0 2.6 0.3 8.5 9.1 3.1 4.3 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.2 0.0 0.0 36.7 0.0 34.8 9.7 10.8 11.3 39.6 7.2 7.1 LnGrp LOS C A A D A C A B B D A A Approach Vol, veh/h 13 290 1748 1288 Approach Delay, s/veh 29.2 35.9 11.0 10.1 Approach LOS C D B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 67.5 22.5 67.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 63.0 18.0 63.0 18.0 Max Q Clear Time (g_c+I1), s 28.1 2.5 65.0 11.5 Green Ext Time (p_c), s 19.2 0.0 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B B-54 HCM 6th TWSC 26: Western Avenue & Santa Cruz Street 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 8 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 1 56 1 0 4 67 1217 1 3 1157 16 Future Vol, veh/h 5 1 56 1 0 4 67 1217 1 3 1157 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 1 61 1 0 4 73 1323 1 3 1258 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2081 2743 638 2106 2751 662 1275 0 0 1324 0 0 Stage 1 1273 1273 - 1470 1470 - - - - - - - Stage 2 808 1470 - 636 1281 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 31 20 419 29 19 404 540 - - 518 - - Stage 1 177 237 - 133 190 - - - - - - - Stage 2 341 190 - 433 235 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 27 17 419 21 16 404 540 - - 518 - - Mov Cap-2 Maneuver 27 17 - 21 16 - - - - - - - Stage 1 153 236 - 115 164 - - - - - - - Stage 2 292 164 - 366 234 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 41.5 49.1 0.7 0 HCM LOS E E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)540 - - 164 87 518 - - HCM Lane V/C Ratio 0.135 - - 0.411 0.062 0.006 - - HCM Control Delay (s) 12.7 - - 41.5 49.1 12 - - HCM Lane LOS B - - E E B - - HCM 95th %tile Q(veh) 0.5 - - 1.8 0.2 0 - - B-55 HCM 6th Signalized Intersection Summary 27: Western Avenue & Crestwood Street 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 156 30 111 61 21 37 81 1394 126 11 1103 142 Future Volume (veh/h) 156 30 111 61 21 37 81 1394 126 11 1103 142 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 170 33 121 66 23 40 88 1515 137 12 1199 154 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 311 69 172 286 107 136 231 1814 163 169 1743 223 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 731 230 573 651 356 453 403 3298 296 302 3169 406 Grp Volume(v), veh/h 324 0 0 129 0 0 88 811 841 12 671 682 Grp Sat Flow(s),veh/h/ln 1533 0 0 1460 0 0 403 1777 1817 302 1777 1797 Q Serve(g_s), s 7.2 0.0 0.0 0.0 0.0 0.0 12.2 22.7 23.3 2.1 16.4 16.5 Cycle Q Clear(g_c), s 10.9 0.0 0.0 3.7 0.0 0.0 28.7 22.7 23.3 25.3 16.4 16.5 Prop In Lane 0.52 0.37 0.51 0.31 1.00 0.16 1.00 0.23 Lane Grp Cap(c), veh/h 552 0 0 529 0 0 231 977 999 169 977 989 V/C Ratio(X) 0.59 0.00 0.00 0.24 0.00 0.00 0.38 0.83 0.84 0.07 0.69 0.69 Avail Cap(c_a), veh/h 552 0 0 529 0 0 231 977 999 169 977 989 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.3 0.0 0.0 15.9 0.0 0.0 20.2 11.2 11.3 21.9 9.8 9.8 Incr Delay (d2), s/veh 4.5 0.0 0.0 1.1 0.0 0.0 4.7 8.1 8.5 0.8 3.9 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 0.0 0.0 1.4 0.0 0.0 1.3 9.1 9.6 0.2 6.0 6.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.8 0.0 0.0 17.0 0.0 0.0 24.9 19.3 19.9 22.7 13.7 13.7 LnGrp LOS C A A B A A C B B C B B Approach Vol, veh/h 324 129 1740 1365 Approach Delay, s/veh 22.8 17.0 19.8 13.8 Approach LOS C B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 37.5 22.5 37.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 30.7 12.9 27.3 5.7 Green Ext Time (p_c), s 2.0 0.9 4.0 0.5 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B B-56 HCM 6th Signalized Intersection Summary 31: Western Avenue & Trudie Drive/Capitol Drive 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 125 98 15 190 64 219 8 1196 210 150 1000 112 Future Volume (veh/h) 125 98 15 190 64 219 8 1196 210 150 1000 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 136 107 16 207 70 238 9 1300 228 163 1087 122 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 210 139 18 336 433 367 114 1479 257 198 1727 194 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.06 0.49 0.49 0.11 0.54 0.54 Sat Flow, veh/h 610 601 80 1268 1870 1585 1781 3027 526 1781 3221 361 Grp Volume(v), veh/h 259 0 0 207 70 238 9 758 770 163 599 610 Grp Sat Flow(s),veh/h/ln1291 0 0 1268 1870 1585 1781 1777 1776 1781 1777 1805 Q Serve(g_s), s 13.2 0.0 0.0 0.0 2.4 10.9 0.4 30.4 31.3 7.2 18.9 18.9 Cycle Q Clear(g_c), s 15.6 0.0 0.0 15.6 2.4 10.9 0.4 30.4 31.3 7.2 18.9 18.9 Prop In Lane 0.53 0.06 1.00 1.00 1.00 0.30 1.00 0.20 Lane Grp Cap(c), veh/h 367 0 0 336 433 367 114 868 868 198 953 968 V/C Ratio(X) 0.71 0.00 0.00 0.62 0.16 0.65 0.08 0.87 0.89 0.82 0.63 0.63 Avail Cap(c_a), veh/h 367 0 0 336 433 367 114 868 868 198 953 968 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.8 0.0 0.0 29.6 24.6 27.8 35.2 18.2 18.5 34.8 13.0 13.0 Incr Delay (d2), s/veh 10.9 0.0 0.0 8.2 0.8 8.6 1.4 11.8 13.0 30.5 3.1 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.7 0.0 0.0 4.4 1.1 4.9 0.2 14.0 14.6 4.7 7.5 7.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.7 0.0 0.0 37.9 25.4 36.4 36.6 30.0 31.5 65.2 16.1 16.1 LnGrp LOS D A A D C D D C C E B B Approach Vol, veh/h 259 515 1537 1372 Approach Delay, s/veh 40.7 35.5 30.8 21.9 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s13.4 43.6 23.0 9.6 47.4 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s8.9 39.1 18.5 5.1 42.9 18.5 Max Q Clear Time (g_c+I1), s9.2 33.3 17.6 2.4 20.9 17.6 Green Ext Time (p_c), s 0.0 4.4 0.2 0.0 8.9 0.2 Intersection Summary HCM 6th Ctrl Delay 28.8 HCM 6th LOS C B-57 HCM 6th Signalized Intersection Summary 34: Caddington Drive & Western Avenue 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 11 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 28 1220 63 40 1349 0 148 3 90 13 0 21 Future Volume (veh/h) 28 1220 63 40 1349 0 148 3 90 13 0 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 1326 68 43 1466 0 161 3 98 14 0 23 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 111 1457 75 114 1510 0 0 16 531 381 0 357 Arrive On Green 0.06 0.42 0.42 0.06 0.43 0.00 0.06 0.34 0.34 0.22 0.00 0.22 Sat Flow, veh/h 1781 3439 176 1781 3647 0 0 47 1545 1294 0 1585 Grp Volume(v), veh/h 30 684 710 43 1466 0 0 0 101 14 0 23 Grp Sat Flow(s),veh/h/ln1781 1777 1839 1781 1777 0 0 0 1592 1294 0 1585 Q Serve(g_s), s 1.3 28.9 29.0 1.9 32.3 0.0 0.0 0.0 3.6 0.7 0.0 0.9 Cycle Q Clear(g_c), s 1.3 28.9 29.0 1.9 32.3 0.0 0.0 0.0 3.6 0.7 0.0 0.9 Prop In Lane 1.00 0.10 1.00 0.00 0.00 0.97 1.00 1.00 Lane Grp Cap(c), veh/h 111 753 779 114 1510 0 0 0 547 381 0 357 V/C Ratio(X) 0.27 0.91 0.91 0.38 0.97 0.00 0.00 0.00 0.18 0.04 0.00 0.06 Avail Cap(c_a), veh/h 111 753 779 114 1510 0 0 0 547 381 0 357 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.8 21.6 21.6 35.9 22.5 0.0 0.0 0.0 18.4 24.3 0.0 24.4 Incr Delay (d2), s/veh 5.9 16.8 16.7 9.3 17.2 0.0 0.0 0.0 0.7 0.2 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 14.5 15.1 1.1 15.9 0.0 0.0 0.0 1.4 0.2 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.6 38.4 38.4 45.3 39.7 0.0 0.0 0.0 19.1 24.5 0.0 24.7 LnGrp LOS D D D D D A A A B C A C Approach Vol, veh/h 1424 1509 101 37 Approach Delay, s/veh 38.5 39.8 19.1 24.6 Approach LOS D D B C Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s9.5 38.5 32.0 9.6 38.4 9.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 34.0 27.5 5.1 33.9 5.0 18.0 Max Q Clear Time (g_c+I1), s3.3 34.3 5.6 3.9 31.0 0.0 2.9 Green Ext Time (p_c), s 0.0 0.0 0.5 0.0 2.2 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 38.3 HCM 6th LOS D B-58 HCM 6th Signalized Intersection Summary 36: Western Avenue & Toscanni Drive 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 25 253 63 31 66 160 1256 41 28 951 25 Future Volume (veh/h) 67 25 253 63 31 66 160 1256 41 28 951 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 73 27 275 68 34 72 174 1365 45 30 1034 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 130 54 326 188 104 152 216 1529 50 140 1388 36 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.12 0.44 0.44 0.08 0.39 0.39 Sat Flow, veh/h 231 195 1171 398 373 544 1781 3511 116 1781 3538 92 Grp Volume(v), veh/h 375 0 0 174 0 0 174 690 720 30 519 542 Grp Sat Flow(s),veh/h/ln1596 0 0 1316 0 0 1781 1777 1850 1781 1777 1854 Q Serve(g_s), s 7.8 0.0 0.0 0.0 0.0 0.0 6.2 23.3 23.4 1.0 16.3 16.3 Cycle Q Clear(g_c), s 14.2 0.0 0.0 6.4 0.0 0.0 6.2 23.3 23.4 1.0 16.3 16.3 Prop In Lane 0.19 0.73 0.39 0.41 1.00 0.06 1.00 0.05 Lane Grp Cap(c), veh/h 511 0 0 443 0 0 216 774 805 140 697 727 V/C Ratio(X) 0.73 0.00 0.00 0.39 0.00 0.00 0.80 0.89 0.89 0.21 0.74 0.74 Avail Cap(c_a), veh/h 511 0 0 443 0 0 216 774 805 140 697 727 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.9 0.0 0.0 19.0 0.0 0.0 27.8 16.9 17.0 28.1 17.0 17.0 Incr Delay (d2), s/veh 9.1 0.0 0.0 2.6 0.0 0.0 26.2 14.7 14.5 3.5 7.1 6.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.2 0.0 0.0 2.3 0.0 0.0 4.1 11.4 11.8 0.6 7.3 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.0 0.0 0.0 21.6 0.0 0.0 54.0 31.7 31.4 31.6 24.1 23.8 LnGrp LOS C A A C A A D C C C C C Approach Vol, veh/h 375 174 1584 1091 Approach Delay, s/veh 31.0 21.6 34.0 24.1 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s9.6 32.8 22.6 12.4 30.0 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 28.3 18.1 7.9 25.5 18.1 Max Q Clear Time (g_c+I1), s3.0 25.4 16.2 8.2 18.3 8.4 Green Ext Time (p_c), s 0.0 2.2 0.5 0.0 3.8 0.7 Intersection Summary HCM 6th Ctrl Delay 29.6 HCM 6th LOS C B-59 HCM 6th Signalized Intersection Summary 40: Western Avenue & Delasonde Drive/Westmont Drive 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 119 104 107 198 150 246 107 1101 173 127 724 50 Future Volume (veh/h) 119 104 107 198 150 246 107 1101 173 127 724 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 129 113 116 215 163 267 116 1197 188 138 787 54 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 389 169 174 232 478 405 245 1177 184 156 1121 77 Arrive On Green 0.07 0.20 0.20 0.13 0.26 0.26 0.14 0.38 0.38 0.09 0.33 0.33 Sat Flow, veh/h 1781 846 868 1781 1870 1585 1781 3079 481 1781 3374 231 Grp Volume(v), veh/h 129 0 229 215 163 267 116 688 697 138 414 427 Grp Sat Flow(s),veh/h/ln1781 0 1714 1781 1870 1585 1781 1777 1784 1781 1777 1829 Q Serve(g_s), s 5.1 0.0 11.1 10.7 6.4 13.6 5.4 34.4 34.4 6.9 18.3 18.3 Cycle Q Clear(g_c), s 5.1 0.0 11.1 10.7 6.4 13.6 5.4 34.4 34.4 6.9 18.3 18.3 Prop In Lane 1.00 0.51 1.00 1.00 1.00 0.27 1.00 0.13 Lane Grp Cap(c), veh/h 389 0 343 232 478 405 245 679 682 156 590 608 V/C Ratio(X) 0.33 0.00 0.67 0.93 0.34 0.66 0.47 1.01 1.02 0.88 0.70 0.70 Avail Cap(c_a), veh/h 389 0 343 232 478 405 245 679 682 156 590 608 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 0.0 33.2 38.7 27.3 30.0 35.8 27.8 27.8 40.6 26.2 26.2 Incr Delay (d2), s/veh 2.3 0.0 9.9 43.1 1.9 8.2 6.4 37.9 40.1 46.2 6.8 6.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 0.0 5.5 7.4 3.1 6.0 2.7 20.9 21.4 5.0 8.6 8.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.8 0.0 43.1 81.9 29.3 38.2 42.2 65.7 67.9 86.8 33.0 32.8 LnGrp LOS C A D F C D D F F F C C Approach Vol, veh/h 358 645 1501 979 Approach Delay, s/veh 37.6 50.5 64.9 40.5 Approach LOS D D E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s12.4 38.9 16.2 22.5 16.9 34.4 11.2 27.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s7.9 34.4 11.7 18.0 12.4 29.9 6.7 23.0 Max Q Clear Time (g_c+I1), s8.9 36.4 12.7 13.1 7.4 20.3 7.1 15.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.5 0.1 3.7 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 52.6 HCM 6th LOS D B-60 HCM 6th Signalized Intersection Summary 43: Western Avenue & Ave Aprenda 06/30/2020 RPV Western Ave 06/30/2020 Existing 2019 AM Synchro 10 Report NS Page 14 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 339 115 67 1468 813 174 Future Volume (veh/h) 339 115 67 1468 813 174 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1870 1870 1870 1870 Adj Flow Rate, veh/h 368 125 73 1596 884 189 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 2 2 2 Cap, veh/h 397 135 300 1925 1578 337 Arrive On Green 0.31 0.31 0.54 0.54 0.54 0.54 Sat Flow, veh/h 1287 437 526 3647 3006 622 Grp Volume(v), veh/h 494 0 73 1596 539 534 Grp Sat Flow(s),veh/h/ln1727 0 526 1777 1777 1758 Q Serve(g_s), s 16.6 0.0 6.4 22.4 12.0 12.0 Cycle Q Clear(g_c), s 16.6 0.0 18.4 22.4 12.0 12.0 Prop In Lane 0.74 0.25 1.00 0.35 Lane Grp Cap(c), veh/h 533 0 300 1925 962 952 V/C Ratio(X) 0.93 0.00 0.24 0.83 0.56 0.56 Avail Cap(c_a), veh/h 533 0 300 1925 962 952 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.1 0.0 15.1 11.4 9.0 9.0 Incr Delay (d2), s/veh 24.6 0.0 1.9 4.3 2.4 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.6 0.0 0.8 8.0 4.3 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.7 0.0 17.0 15.7 11.4 11.4 LnGrp LOS D A B B B B Approach Vol, veh/h 494 1669 1073 Approach Delay, s/veh 44.7 15.8 11.4 Approach LOS D B B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 37.0 23.0 37.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 18.5 32.5 Max Q Clear Time (g_c+I1), s 24.4 18.6 14.0 Green Ext Time (p_c), s 6.4 0.0 7.1 Intersection Summary HCM 6th Ctrl Delay 18.8 HCM 6th LOS B B-61 B-62 HCM 6th Signalized Intersection Summary 2: Western Avenue & Morse Dr/19th Street 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 82 45 22 109 31 112 15 810 141 218 1017 96 Future Volume (veh/h) 82 45 22 109 31 112 15 810 141 218 1017 96 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 89 49 24 118 34 122 16 880 153 237 1105 104 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 349 267 131 344 421 357 317 2005 349 376 2175 205 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.66 0.66 0.66 0.66 0.66 0.66 Sat Flow, veh/h 1231 1185 581 1327 1870 1585 462 3026 526 546 3283 309 Grp Volume(v), veh/h 89 0 73 118 34 122 16 517 516 237 598 611 Grp Sat Flow(s),veh/h/ln 1231 0 1766 1327 1870 1585 462 1777 1776 546 1777 1815 Q Serve(g_s), s 4.9 0.0 2.7 6.3 1.1 5.2 1.5 11.1 11.1 29.2 13.7 13.7 Cycle Q Clear(g_c), s 6.1 0.0 2.7 9.0 1.1 5.2 15.2 11.1 11.1 40.3 13.7 13.7 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.30 1.00 0.17 Lane Grp Cap(c), veh/h 349 0 397 344 421 357 317 1177 1176 376 1177 1202 V/C Ratio(X) 0.25 0.00 0.18 0.34 0.08 0.34 0.05 0.44 0.44 0.63 0.51 0.51 Avail Cap(c_a), veh/h 349 0 397 344 421 357 317 1177 1176 376 1177 1202 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.9 0.0 25.1 28.7 24.5 26.0 10.7 6.4 6.4 16.0 6.9 6.9 Incr Delay (d2), s/veh 1.8 0.0 1.0 2.7 0.4 2.6 0.3 1.2 1.2 7.8 1.6 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 1.2 2.2 0.5 2.2 0.2 3.7 3.7 4.0 4.7 4.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.6 0.0 26.1 31.4 24.8 28.6 11.0 7.6 7.6 23.8 8.4 8.4 LnGrp LOS C A C C C C B A A C A A Approach Vol, veh/h 162 274 1049 1446 Approach Delay, s/veh 27.5 29.4 7.7 10.9 Approach LOS C C A B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 57.5 22.5 57.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 53.0 18.0 53.0 18.0 Max Q Clear Time (g_c+I1), s 17.2 8.1 42.3 11.0 Green Ext Time (p_c), s 8.8 0.4 7.2 0.5 Intersection Summary HCM 6th Ctrl Delay 12.4 HCM 6th LOS B B-63 HCM 6th TWSC 8: Western Avenue & Dodson Avenue 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 2 Intersection Int Delay, s/veh 1.1 Movement SBL SBR SEL SET NWT NWR Lane Configurations Traffic Vol, veh/h 18 7 44 1329 985 65 Future Vol, veh/h 18 7 44 1329 985 65 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 0 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 20 8 48 1445 1071 71 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1926 571 1142 0 - 0 Stage 1 1107 - - - - - Stage 2 819 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 58 464 608 - - - Stage 1 278 - - - - - Stage 2 394 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 53 464 608 - - - Mov Cap-2 Maneuver 53 - - - - - Stage 1 256 - - - - - Stage 2 394 - - - - - Approach SB SE NW HCM Control Delay, s 85.9 0.4 0 HCM LOS F Minor Lane/Major Mvmt NWT NWR SEL SET SBLn1 Capacity (veh/h)- - 608 - 70 HCM Lane V/C Ratio - - 0.079 - 0.388 HCM Control Delay (s) - - 11.4 - 85.9 HCM Lane LOS - - B - F HCM 95th %tile Q(veh) - - 0.3 - 1.5 B-64 HCM 6th Signalized Intersection Summary 10: Western Avenue & 9th Street 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 147 199 118 117 53 124 784 95 87 1034 62 Future Volume (veh/h) 23 147 199 118 117 53 124 784 95 87 1034 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 160 216 128 127 58 135 852 103 95 1124 67 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 407 402 359 308 426 361 189 1257 152 163 1291 77 Arrive On Green 0.06 0.23 0.23 0.06 0.23 0.23 0.11 0.39 0.39 0.09 0.38 0.38 Sat Flow, veh/h 1781 1777 1585 1781 1870 1585 1781 3192 386 1781 3408 203 Grp Volume(v), veh/h 25 160 216 128 127 58 135 474 481 95 586 605 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1870 1585 1781 1777 1801 1781 1777 1834 Q Serve(g_s), s 0.8 6.1 9.8 4.4 4.5 2.3 5.9 17.7 17.7 4.1 24.4 24.5 Cycle Q Clear(g_c), s 0.8 6.1 9.8 4.4 4.5 2.3 5.9 17.7 17.7 4.1 24.4 24.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 0.11 Lane Grp Cap(c), veh/h 407 402 359 308 426 361 189 700 709 163 673 695 V/C Ratio(X) 0.06 0.40 0.60 0.42 0.30 0.16 0.71 0.68 0.68 0.58 0.87 0.87 Avail Cap(c_a), veh/h 407 402 359 308 426 361 189 700 709 163 673 695 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.6 26.3 27.7 22.4 25.6 24.8 34.6 20.1 20.1 34.9 23.0 23.0 Incr Delay (d2), s/veh 0.3 2.9 7.3 4.1 1.8 1.0 20.4 5.2 5.2 14.5 14.4 14.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 2.8 4.3 2.1 2.2 1.0 3.6 7.9 7.9 2.4 12.2 12.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.9 29.2 35.0 26.5 27.4 25.7 55.0 25.3 25.2 49.4 37.4 37.2 LnGrp LOS C C D C C C D C C D D D Approach Vol, veh/h 401 313 1090 1286 Approach Delay, s/veh 31.8 26.7 28.9 38.2 Approach LOS C C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.8 36.0 9.6 22.6 13.0 34.8 9.5 22.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.3 31.5 5.1 18.1 8.5 30.3 5.0 18.2 Max Q Clear Time (g_c+I1), s 6.1 19.7 6.4 11.8 7.9 26.5 2.8 6.5 Green Ext Time (p_c), s 0.0 4.9 0.0 1.2 0.0 2.5 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 32.9 HCM 6th LOS C B-65 HCM 6th Signalized Intersection Summary 13: Bynner Drive & Western Avenue 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 4 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 13 806 5 61 1208 28 16 1 6 0 4 8 Future Volume (veh/h) 13 806 5 61 1208 28 16 1 6 0 4 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 14 876 5 66 1313 30 17 1 7 0 4 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 215 1811 10 345 1776 41 428 41 139 0 172 387 Arrive On Green 0.50 0.50 0.50 0.50 0.50 0.50 0.34 0.34 0.34 0.00 0.34 0.34 Sat Flow, veh/h 407 3623 21 630 3552 81 944 121 414 0 512 1151 Grp Volume(v), veh/h 14 430 451 66 657 686 25 0 0 0 0 13 Grp Sat Flow(s),veh/h/ln 407 1777 1867 630 1777 1856 1479 0 0 0 0 1663 Q Serve(g_s), s 1.6 8.8 8.8 4.2 16.1 16.1 0.0 0.0 0.0 0.0 0.0 0.3 Cycle Q Clear(g_c), s 17.7 8.8 8.8 13.0 16.1 16.1 0.5 0.0 0.0 0.0 0.0 0.3 Prop In Lane 1.00 0.01 1.00 0.04 0.68 0.28 0.00 0.69 Lane Grp Cap(c), veh/h 215 888 933 345 888 928 608 0 0 0 0 559 V/C Ratio(X) 0.07 0.48 0.48 0.19 0.74 0.74 0.04 0.00 0.00 0.00 0.00 0.02 Avail Cap(c_a), veh/h 215 888 933 345 888 928 608 0 0 0 0 559 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 17.9 9.1 9.1 13.4 10.9 10.9 12.3 0.0 0.0 0.0 0.0 12.2 Incr Delay (d2), s/veh 0.6 1.9 1.8 1.2 5.5 5.3 0.1 0.0 0.0 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 3.1 3.3 0.6 6.3 6.5 0.2 0.0 0.0 0.0 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.5 10.9 10.9 14.6 16.4 16.2 12.4 0.0 0.0 0.0 0.0 12.3 LnGrp LOS B B B B B B B A A A A B Approach Vol, veh/h 895 1409 25 13 Approach Delay, s/veh 11.0 16.2 12.4 12.3 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 23.0 32.0 23.0 32.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 27.5 18.5 27.5 Max Q Clear Time (g_c+I1), s 2.3 19.7 2.5 18.1 Green Ext Time (p_c), s 0.0 3.5 0.0 6.1 Intersection Summary HCM 6th Ctrl Delay 14.2 HCM 6th LOS B B-66 HCM 6th Signalized Intersection Summary 16: Western Avenue & Wemouth Pl/Weymouth Ave 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 10 11 4 10 402 10 824 10 334 1280 85 Future Volume (veh/h) 43 10 11 4 10 402 10 824 10 334 1280 85 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 47 11 12 4 11 437 11 896 11 363 1391 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 328 67 439 160 396 439 209 1440 18 425 1978 130 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.24 0.58 0.58 Sat Flow, veh/h 821 241 1585 326 1432 1585 356 5199 64 1781 3384 223 Grp Volume(v), veh/h 58 0 12 15 0 437 11 586 321 363 728 755 Grp Sat Flow(s),veh/h/ln1062 0 1585 1757 0 1585 356 1702 1859 1781 1777 1830 Q Serve(g_s), s 1.9 0.0 0.4 0.0 0.0 17.9 1.5 9.8 9.8 12.7 18.8 18.9 Cycle Q Clear(g_c), s 2.4 0.0 0.4 0.4 0.0 17.9 1.5 9.8 9.8 12.7 18.8 18.9 Prop In Lane 0.81 1.00 0.27 1.00 1.00 0.03 1.00 0.12 Lane Grp Cap(c), veh/h 394 0 439 557 0 439 209 943 515 425 1039 1070 V/C Ratio(X) 0.15 0.00 0.03 0.03 0.00 1.00 0.05 0.62 0.62 0.85 0.70 0.71 Avail Cap(c_a), veh/h 394 0 439 557 0 439 209 943 515 425 1039 1070 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 0.0 17.1 17.1 0.0 23.5 17.5 20.5 20.5 23.7 9.5 9.5 Incr Delay (d2), s/veh 0.8 0.0 0.1 0.1 0.0 41.9 0.5 3.1 5.6 19.2 3.9 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 0.0 0.1 0.2 0.0 11.2 0.1 4.0 4.7 7.2 6.8 7.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.5 0.0 17.2 17.2 0.0 65.3 18.0 23.6 26.1 42.9 13.5 13.5 LnGrp LOS B A B B A E B C C D B B Approach Vol, veh/h 70 452 918 1846 Approach Delay, s/veh 18.3 63.7 24.4 19.2 Approach LOS B E C B Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s20.0 22.5 22.5 42.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s15.5 18.0 18.0 38.0 18.0 Max Q Clear Time (g_c+I1), s14.7 11.8 4.4 20.9 19.9 Green Ext Time (p_c), s 0.1 3.1 0.3 9.9 0.0 Intersection Summary HCM 6th Ctrl Delay 26.8 HCM 6th LOS C B-67 HCM 6th Signalized Intersection Summary 19: Western Avenue & 1st Street 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 134 16 351 118 173 27 892 401 226 1261 65 Future Volume (veh/h) 36 134 16 351 118 173 27 892 401 226 1261 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 146 17 382 128 188 29 970 436 246 1371 71 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 539 658 77 578 748 634 160 1421 634 227 1375 71 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1064 1644 191 1223 1870 1585 370 3554 1585 383 3438 178 Grp Volume(v), veh/h 39 0 163 382 128 188 29 970 436 246 707 735 Grp Sat Flow(s),veh/h/ln1064 0 1836 1223 1870 1585 370 1777 1585 383 1777 1838 Q Serve(g_s), s 1.1 0.0 2.6 13.5 2.0 3.6 0.0 10.1 10.2 7.9 17.9 18.0 Cycle Q Clear(g_c), s 3.1 0.0 2.6 16.1 2.0 3.6 18.0 10.1 10.2 18.0 17.9 18.0 Prop In Lane 1.00 0.10 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 539 0 734 578 748 634 160 1421 634 227 711 735 V/C Ratio(X) 0.07 0.00 0.22 0.66 0.17 0.30 0.18 0.68 0.69 1.08 1.00 1.00 Avail Cap(c_a), veh/h 539 0 734 578 748 634 160 1421 634 227 711 735 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.7 0.0 8.9 14.2 8.7 9.2 22.5 11.1 11.2 21.3 13.5 13.5 Incr Delay (d2), s/veh 0.3 0.0 0.7 5.9 0.5 1.2 2.5 2.7 6.0 83.9 32.6 33.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.0 1.0 3.9 0.7 1.2 0.4 3.6 3.8 7.5 11.8 12.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.9 0.0 9.6 20.0 9.2 10.4 25.0 13.8 17.2 105.3 46.1 46.5 LnGrp LOS A A A C A B C B B F D D Approach Vol, veh/h 202 698 1435 1688 Approach Delay, s/veh 9.7 15.5 15.1 54.9 Approach LOS A B B D Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 20.0 5.1 20.0 18.1 Green Ext Time (p_c), s 0.0 0.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 31.6 HCM 6th LOS C B-68 HCM 6th Signalized Intersection Summary 22: Western Avenue & Park Western Drive 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 7 8 15 225 13 120 56 1243 143 173 1300 5 Future Volume (veh/h) 7 8 15 225 13 120 56 1243 143 173 1300 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 8 9 16 245 14 130 61 1351 155 188 1413 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 50 56 53 196 7 317 273 2250 257 247 2542 9 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.70 0.70 0.70 0.70 0.70 0.70 Sat Flow, veh/h 0 282 266 593 34 1585 379 3215 367 348 3632 13 Grp Volume(v), veh/h 33 0 0 259 0 130 61 743 763 188 691 727 Grp Sat Flow(s),veh/h/ln 548 0 0 627 0 1585 379 1777 1804 348 1777 1868 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 6.4 8.5 19.4 19.8 43.2 17.2 17.2 Cycle Q Clear(g_c), s 18.0 0.0 0.0 18.0 0.0 6.4 25.7 19.4 19.8 63.0 17.2 17.2 Prop In Lane 0.24 0.48 0.95 1.00 1.00 0.20 1.00 0.01 Lane Grp Cap(c), veh/h 159 0 0 203 0 317 273 1244 1263 247 1244 1308 V/C Ratio(X) 0.21 0.00 0.00 1.27 0.00 0.41 0.22 0.60 0.60 0.76 0.56 0.56 Avail Cap(c_a), veh/h 159 0 0 203 0 317 273 1244 1263 247 1244 1308 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 0.0 39.4 0.0 31.4 12.9 7.0 7.0 25.8 6.6 6.6 Incr Delay (d2), s/veh 2.9 0.0 0.0 155.9 0.0 3.9 1.9 2.1 2.1 19.6 1.8 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 0.0 0.0 13.3 0.0 2.8 0.8 6.6 6.8 5.5 5.8 6.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.1 0.0 0.0 195.4 0.0 35.3 14.8 9.1 9.2 45.4 8.4 8.3 LnGrp LOS C A A F A D B A A D A A Approach Vol, veh/h 33 389 1567 1606 Approach Delay, s/veh 33.1 141.9 9.3 12.7 Approach LOS C F A B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 67.5 22.5 67.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 63.0 18.0 63.0 18.0 Max Q Clear Time (g_c+I1), s 27.7 20.0 65.0 20.0 Green Ext Time (p_c), s 16.8 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 25.4 HCM 6th LOS C B-69 HCM 6th TWSC 26: Western Avenue & Santa Cruz Street 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 8 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 26 0 0 1 25 1163 4 6 1446 36 Future Vol, veh/h 1 0 26 0 0 1 25 1163 4 6 1446 36 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 28 0 0 1 27 1264 4 7 1572 39 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2292 2928 806 2120 2945 634 1611 0 0 1268 0 0 Stage 1 1606 1606 - 1320 1320 - - - - - - - Stage 2 686 1322 - 800 1625 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 21 15 325 29 15 422 401 - - 544 - - Stage 1 110 163 - 166 225 - - - - - - - Stage 2 404 224 - 345 159 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 20 14 325 25 14 422 401 - - 544 - - Mov Cap-2 Maneuver 20 14 - 25 14 - - - - - - - Stage 1 103 161 - 155 210 - - - - - - - Stage 2 376 209 - 311 157 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 25.1 13.6 0.3 0 HCM LOS D B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)401 - - 208 422 544 - - HCM Lane V/C Ratio 0.068 - - 0.141 0.003 0.012 - - HCM Control Delay (s) 14.6 - - 25.1 13.6 11.7 - - HCM Lane LOS B - - D B B - - HCM 95th %tile Q(veh) 0.2 - - 0.5 0 0 - - B-70 HCM 6th Signalized Intersection Summary 27: Western Avenue & Crestwood Street 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 105 24 51 244 27 48 40 1054 235 52 1366 118 Future Volume (veh/h) 105 24 51 244 27 48 40 1054 235 52 1366 118 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 114 26 55 265 29 52 43 1146 255 57 1485 128 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 346 87 133 435 36 65 177 1591 351 217 1822 156 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 835 291 443 1098 122 216 314 2893 639 385 3312 284 Grp Volume(v), veh/h 195 0 0 346 0 0 43 701 700 57 792 821 Grp Sat Flow(s),veh/h/ln 1569 0 0 1436 0 0 314 1777 1755 385 1777 1819 Q Serve(g_s), s 0.0 0.0 0.0 7.5 0.0 0.0 7.8 17.6 17.9 7.8 21.7 22.2 Cycle Q Clear(g_c), s 5.7 0.0 0.0 13.1 0.0 0.0 30.0 17.6 17.9 25.7 21.7 22.2 Prop In Lane 0.58 0.28 0.77 0.15 1.00 0.36 1.00 0.16 Lane Grp Cap(c), veh/h 566 0 0 537 0 0 177 977 965 217 977 1001 V/C Ratio(X) 0.34 0.00 0.00 0.64 0.00 0.00 0.24 0.72 0.73 0.26 0.81 0.82 Avail Cap(c_a), veh/h 566 0 0 537 0 0 177 977 965 217 977 1001 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.6 0.0 0.0 19.1 0.0 0.0 23.4 10.0 10.1 19.7 11.0 11.1 Incr Delay (d2), s/veh 1.7 0.0 0.0 5.9 0.0 0.0 3.3 4.5 4.7 2.9 7.3 7.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 0.0 4.8 0.0 0.0 0.7 6.6 6.6 0.8 8.6 9.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.3 0.0 0.0 25.0 0.0 0.0 26.6 14.5 14.9 22.7 18.2 18.6 LnGrp LOS B A A C A A C B B C B B Approach Vol, veh/h 195 346 1444 1670 Approach Delay, s/veh 18.3 25.0 15.0 18.6 Approach LOS B C B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 37.5 22.5 37.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 32.0 7.7 27.7 15.1 Green Ext Time (p_c), s 0.8 0.8 4.3 0.6 Intersection Summary HCM 6th Ctrl Delay 17.8 HCM 6th LOS B B-71 HCM 6th Signalized Intersection Summary 31: Western Avenue & Trudie Drive/Capitol Drive 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 137 67 19 159 59 256 26 1219 139 253 1151 98 Future Volume (veh/h) 137 67 19 159 59 256 26 1219 139 253 1151 98 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 149 73 21 173 64 278 28 1325 151 275 1251 107 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 228 97 24 364 433 367 114 1572 178 198 1777 152 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.06 0.49 0.49 0.11 0.54 0.54 Sat Flow, veh/h 672 418 103 1302 1870 1585 1781 3217 365 1781 3314 283 Grp Volume(v), veh/h 243 0 0 173 64 278 28 729 747 275 670 688 Grp Sat Flow(s),veh/h/ln1193 0 0 1302 1870 1585 1781 1777 1805 1781 1777 1819 Q Serve(g_s), s 13.7 0.0 0.0 0.0 2.2 13.1 1.2 28.4 28.9 8.9 22.4 22.6 Cycle Q Clear(g_c), s 15.9 0.0 0.0 10.7 2.2 13.1 1.2 28.4 28.9 8.9 22.4 22.6 Prop In Lane 0.61 0.09 1.00 1.00 1.00 0.20 1.00 0.16 Lane Grp Cap(c), veh/h 348 0 0 364 433 367 114 868 882 198 953 976 V/C Ratio(X) 0.70 0.00 0.00 0.48 0.15 0.76 0.25 0.84 0.85 1.39 0.70 0.71 Avail Cap(c_a), veh/h 348 0 0 364 433 367 114 868 882 198 953 976 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.0 0.0 0.0 27.8 24.5 28.7 35.6 17.7 17.8 35.5 13.8 13.8 Incr Delay (d2), s/veh 11.0 0.0 0.0 4.4 0.7 13.7 5.1 9.6 9.9 202.5 4.3 4.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.4 0.0 0.0 3.3 1.0 6.2 0.7 12.8 13.2 14.9 9.1 9.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.0 0.0 0.0 32.2 25.2 42.4 40.7 27.3 27.7 238.0 18.1 18.1 LnGrp LOS D A A C C D D C C F B B Approach Vol, veh/h 243 515 1504 1633 Approach Delay, s/veh 41.0 36.8 27.8 55.2 Approach LOS D D C E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s13.4 43.6 23.0 9.6 47.4 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s8.9 39.1 18.5 5.1 42.9 18.5 Max Q Clear Time (g_c+I1), s10.9 30.9 17.9 3.2 24.6 15.1 Green Ext Time (p_c), s 0.0 5.7 0.1 0.0 9.4 0.7 Intersection Summary HCM 6th Ctrl Delay 41.3 HCM 6th LOS D B-72 HCM 6th Signalized Intersection Summary 34: Caddington Drive & Western Avenue 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 11 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 38 1391 156 106 1112 0 148 3 90 20 2 19 Future Volume (veh/h) 38 1391 156 106 1112 0 148 3 90 20 2 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 1512 170 115 1209 0 161 3 98 22 2 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 125 1508 168 137 1686 0 0 14 472 318 26 317 Arrive On Green 0.07 0.47 0.47 0.08 0.47 0.00 0.06 0.31 0.31 0.20 0.20 0.20 Sat Flow, veh/h 1781 3224 359 1781 3647 0 0 47 1545 1205 128 1585 Grp Volume(v), veh/h 41 826 856 115 1209 0 0 0 101 24 0 21 Grp Sat Flow(s),veh/h/ln1781 1777 1806 1781 1777 0 0 0 1592 1333 0 1585 Q Serve(g_s), s 2.0 41.7 42.1 5.7 24.4 0.0 0.0 0.0 4.2 1.1 0.0 1.0 Cycle Q Clear(g_c), s 2.0 41.7 42.1 5.7 24.4 0.0 0.0 0.0 4.2 1.2 0.0 1.0 Prop In Lane 1.00 0.20 1.00 0.00 0.00 0.97 0.92 1.00 Lane Grp Cap(c), veh/h 125 831 845 137 1686 0 0 0 487 343 0 317 V/C Ratio(X) 0.33 0.99 1.01 0.84 0.72 0.00 0.00 0.00 0.21 0.07 0.00 0.07 Avail Cap(c_a), veh/h 125 831 845 137 1686 0 0 0 487 343 0 317 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.8 23.8 24.0 41.0 18.8 0.0 0.0 0.0 23.2 29.3 0.0 29.2 Incr Delay (d2), s/veh 6.9 29.9 34.2 43.6 2.7 0.0 0.0 0.0 1.0 0.4 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 23.0 24.5 4.1 10.0 0.0 0.0 0.0 1.7 0.5 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.8 53.7 58.1 84.6 21.5 0.0 0.0 0.0 24.1 29.7 0.0 29.6 LnGrp LOS D D F F C A A A C C A C Approach Vol, veh/h 1723 1324 101 45 Approach Delay, s/veh 55.7 27.0 24.1 29.6 Approach LOS E C C C Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s10.8 47.2 32.0 11.4 46.6 9.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s6.3 42.7 27.5 6.9 42.1 5.0 18.0 Max Q Clear Time (g_c+I1), s4.0 26.4 6.2 7.7 44.1 0.0 3.2 Green Ext Time (p_c), s 0.0 8.1 0.5 0.0 0.0 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 42.4 HCM 6th LOS D B-73 HCM 6th Signalized Intersection Summary 36: Western Avenue & Toscanni Drive 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 30 190 53 7 39 128 1137 65 41 1219 41 Future Volume (veh/h) 30 30 190 53 7 39 128 1137 65 41 1219 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 33 33 207 58 8 42 139 1236 71 45 1325 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 87 71 315 232 47 128 191 1625 93 130 1548 53 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.11 0.48 0.48 0.07 0.44 0.44 Sat Flow, veh/h 113 276 1219 593 183 494 1781 3416 196 1781 3507 119 Grp Volume(v), veh/h 273 0 0 108 0 0 139 642 665 45 671 699 Grp Sat Flow(s),veh/h/ln1608 0 0 1270 0 0 1781 1777 1835 1781 1777 1849 Q Serve(g_s), s 3.0 0.0 0.0 0.0 0.0 0.0 5.3 20.8 20.8 1.7 23.7 23.8 Cycle Q Clear(g_c), s 10.5 0.0 0.0 4.4 0.0 0.0 5.3 20.8 20.8 1.7 23.7 23.8 Prop In Lane 0.12 0.76 0.54 0.39 1.00 0.11 1.00 0.06 Lane Grp Cap(c), veh/h 473 0 0 407 0 0 191 845 873 130 784 816 V/C Ratio(X) 0.58 0.00 0.00 0.27 0.00 0.00 0.73 0.76 0.76 0.35 0.86 0.86 Avail Cap(c_a), veh/h 473 0 0 407 0 0 191 845 873 130 784 816 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.1 0.0 0.0 20.7 0.0 0.0 30.3 15.1 15.1 30.9 17.5 17.6 Incr Delay (d2), s/veh 5.0 0.0 0.0 1.6 0.0 0.0 21.5 6.4 6.2 7.2 11.5 11.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.4 0.0 0.0 1.5 0.0 0.0 3.3 8.8 9.1 1.0 11.1 11.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.1 0.0 0.0 22.3 0.0 0.0 51.8 21.4 21.3 38.1 29.1 28.8 LnGrp LOS C A A C A A D C C D C C Approach Vol, veh/h 273 108 1446 1415 Approach Delay, s/veh 28.1 22.3 24.3 29.2 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s9.6 37.8 22.6 12.0 35.4 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 33.3 18.1 7.5 30.9 18.1 Max Q Clear Time (g_c+I1), s3.7 22.8 12.5 7.3 25.8 6.4 Green Ext Time (p_c), s 0.0 6.2 0.8 0.0 3.6 0.4 Intersection Summary HCM 6th Ctrl Delay 26.7 HCM 6th LOS C B-74 HCM 6th Signalized Intersection Summary 40: Western Avenue & Delasonde Drive/Westmont Drive 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 61 100 67 279 83 152 90 883 257 174 994 48 Future Volume (veh/h) 61 100 67 279 83 152 90 883 257 174 994 48 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 66 109 73 303 90 165 98 960 279 189 1080 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 372 188 126 315 565 479 159 949 275 203 1291 62 Arrive On Green 0.05 0.18 0.18 0.18 0.30 0.30 0.09 0.35 0.35 0.11 0.37 0.37 Sat Flow, veh/h 1781 1045 700 1781 1870 1585 1781 2718 787 1781 3451 166 Grp Volume(v), veh/h 66 0 182 303 90 165 98 626 613 189 556 576 Grp Sat Flow(s),veh/h/ln1781 0 1744 1781 1870 1585 1781 1777 1729 1781 1777 1840 Q Serve(g_s), s 2.9 0.0 9.6 16.9 3.5 8.1 5.3 34.9 34.9 10.5 28.5 28.5 Cycle Q Clear(g_c), s 2.9 0.0 9.6 16.9 3.5 8.1 5.3 34.9 34.9 10.5 28.5 28.5 Prop In Lane 1.00 0.40 1.00 1.00 1.00 0.46 1.00 0.09 Lane Grp Cap(c), veh/h 372 0 314 315 565 479 159 620 603 203 665 688 V/C Ratio(X) 0.18 0.00 0.58 0.96 0.16 0.34 0.62 1.01 1.02 0.93 0.84 0.84 Avail Cap(c_a), veh/h 372 0 314 315 565 479 159 620 603 203 665 688 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.4 0.0 37.5 40.8 25.6 27.2 43.9 32.5 32.6 43.9 28.5 28.5 Incr Delay (d2), s/veh 1.0 0.0 7.6 41.7 0.6 2.0 16.7 38.6 40.6 47.3 11.9 11.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.4 0.0 4.7 10.9 1.7 3.3 3.1 21.1 20.9 7.3 13.9 14.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.4 0.0 45.1 82.5 26.2 29.2 60.7 71.2 73.2 91.2 40.4 40.1 LnGrp LOS C A D F C C E F F F D D Approach Vol, veh/h 248 558 1337 1321 Approach Delay, s/veh 41.5 57.6 71.3 47.6 Approach LOS D E E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s15.9 39.4 22.2 22.5 13.4 41.9 10.0 34.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s11.4 34.9 17.7 18.0 8.9 37.4 5.5 30.2 Max Q Clear Time (g_c+I1), s12.5 36.9 18.9 11.6 7.3 30.5 4.9 10.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.5 0.0 3.9 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 57.9 HCM 6th LOS E B-75 HCM 6th Signalized Intersection Summary 43: Western Avenue & Ave Aprenda 06/30/2020 RPV Western Ave 06/29/2020 Existing 2019 PM Synchro 10 Report NS Page 14 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 274 98 86 1076 1229 99 Future Volume (veh/h) 274 98 86 1076 1229 99 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1870 1870 1870 1870 Adj Flow Rate, veh/h 298 107 93 1170 1336 108 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 2 2 2 Cap, veh/h 390 140 206 1925 1804 145 Arrive On Green 0.31 0.31 0.54 0.54 0.54 0.54 Sat Flow, veh/h 1266 455 369 3647 3424 268 Grp Volume(v), veh/h 406 0 93 1170 711 733 Grp Sat Flow(s),veh/h/ln1725 0 369 1777 1777 1822 Q Serve(g_s), s 12.8 0.0 14.0 13.5 18.3 18.5 Cycle Q Clear(g_c), s 12.8 0.0 32.5 13.5 18.3 18.5 Prop In Lane 0.73 0.26 1.00 0.15 Lane Grp Cap(c), veh/h 532 0 206 1925 962 987 V/C Ratio(X) 0.76 0.00 0.45 0.61 0.74 0.74 Avail Cap(c_a), veh/h 532 0 206 1925 962 987 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.8 0.0 23.5 9.4 10.5 10.5 Incr Delay (d2), s/veh 10.0 0.0 7.0 1.4 5.1 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.1 0.0 1.6 4.5 7.0 7.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.7 0.0 30.5 10.8 15.6 15.6 LnGrp LOS C A C B B B Approach Vol, veh/h 406 1263 1444 Approach Delay, s/veh 28.7 12.3 15.6 Approach LOS C B B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 37.0 23.0 37.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 18.5 32.5 Max Q Clear Time (g_c+I1), s 34.5 14.8 20.5 Green Ext Time (p_c), s 0.0 0.5 7.5 Intersection Summary HCM 6th Ctrl Delay 16.0 HCM 6th LOS B B-76 B-77 HCM 6th Signalized Intersection Summary 2: Western Avenue & Morse Dr/19th Street 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 94 25 12 198 49 218 15 821 115 148 1043 39 Future Volume (veh/h) 94 25 12 198 49 218 15 821 115 148 1043 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 27 13 215 53 237 16 892 125 161 1134 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 425 358 172 508 561 476 282 1955 872 341 1955 872 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 1089 1193 574 1367 1870 1585 477 3554 1585 554 3554 1585 Grp Volume(v), veh/h 102 0 40 215 53 237 16 892 125 161 1134 42 Grp Sat Flow(s),veh/h/ln 1089 0 1767 1367 1870 1585 477 1777 1585 554 1777 1585 Q Serve(g_s), s 4.5 0.0 1.0 8.0 1.2 7.4 1.4 9.0 2.3 14.8 12.7 0.7 Cycle Q Clear(g_c), s 5.7 0.0 1.0 9.0 1.2 7.4 14.0 9.0 2.3 23.8 12.7 0.7 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 425 0 530 508 561 476 282 1955 872 341 1955 872 V/C Ratio(X) 0.24 0.00 0.08 0.42 0.09 0.50 0.06 0.46 0.14 0.47 0.58 0.05 Avail Cap(c_a), veh/h 425 0 530 508 561 476 282 1955 872 341 1955 872 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.2 0.0 15.0 18.3 15.1 17.3 13.6 8.1 6.6 15.3 8.9 6.2 Incr Delay (d2), s/veh 1.3 0.0 0.3 2.6 0.3 3.7 0.4 0.8 0.3 4.6 1.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 0.4 2.7 0.5 2.9 0.2 2.9 0.7 2.1 4.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.5 0.0 15.3 20.8 15.5 21.0 13.9 8.9 6.9 19.9 10.2 6.3 LnGrp LOS B A B C B C B A A B B A Approach Vol, veh/h 142 505 1033 1337 Approach Delay, s/veh 17.6 20.3 8.7 11.2 Approach LOS B C A B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 37.5 22.5 37.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 16.0 7.7 25.8 11.0 Green Ext Time (p_c), s 6.5 0.4 5.0 1.1 Intersection Summary HCM 6th Ctrl Delay 12.2 HCM 6th LOS B B-78 HCM 6th TWSC 8: Western Avenue & Dodson Avenue 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 2 Intersection Int Delay, s/veh 1.1 Movement SBL SBR SEL SET NWT NWR Lane Configurations Traffic Vol, veh/h 19 16 28 1214 1103 47 Future Vol, veh/h 19 16 28 1214 1103 47 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 0 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 21 17 30 1320 1199 51 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1919 600 1250 0 - 0 Stage 1 1199 - - - - - Stage 2 720 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 59 444 553 - - - Stage 1 248 - - - - - Stage 2 443 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 56 444 553 - - - Mov Cap-2 Maneuver 56 - - - - - Stage 1 235 - - - - - Stage 2 443 - - - - - Approach SB SE NW HCM Control Delay, s 68.2 0.3 0 HCM LOS F Minor Lane/Major Mvmt NWT NWR SEL SET SBLn1 Capacity (veh/h)- - 553 - 93 HCM Lane V/C Ratio - - 0.055 - 0.409 HCM Control Delay (s) - - 11.9 - 68.2 HCM Lane LOS - - B - F HCM 95th %tile Q(veh) - - 0.2 - 1.7 B-79 HCM 6th Signalized Intersection Summary 10: Western Avenue & 9th Street 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 16 91 161 134 165 62 237 798 86 63 963 20 Future Volume (veh/h) 16 91 161 134 165 62 237 798 86 63 963 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 99 175 146 179 67 258 867 93 68 1047 22 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 363 400 357 344 421 357 283 1350 602 191 1168 521 Arrive On Green 0.06 0.22 0.22 0.06 0.22 0.22 0.16 0.38 0.38 0.11 0.33 0.33 Sat Flow, veh/h 1781 1777 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 17 99 175 146 179 67 258 867 93 68 1047 22 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 0.5 3.7 7.7 5.0 6.6 2.7 11.4 16.0 3.1 2.8 22.4 0.8 Cycle Q Clear(g_c), s 0.5 3.7 7.7 5.0 6.6 2.7 11.4 16.0 3.1 2.8 22.4 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 363 400 357 344 421 357 283 1350 602 191 1168 521 V/C Ratio(X) 0.05 0.25 0.49 0.42 0.43 0.19 0.91 0.64 0.15 0.36 0.90 0.04 Avail Cap(c_a), veh/h 363 400 357 344 421 357 283 1350 602 191 1168 521 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.8 25.4 27.0 22.7 26.6 25.1 33.1 20.3 16.3 33.1 25.6 18.3 Incr Delay (d2), s/veh 0.2 1.5 4.8 3.8 3.1 1.2 35.1 2.4 0.5 5.1 10.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.7 3.3 2.4 3.2 1.1 7.5 6.7 1.2 1.5 10.7 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.0 26.9 31.8 26.5 29.7 26.2 68.2 22.7 16.9 38.2 36.4 18.4 LnGrp LOS C C C C C C E C B D D B Approach Vol, veh/h 291 392 1218 1137 Approach Delay, s/veh 29.5 27.9 31.9 36.1 Approach LOS C C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.1 34.9 9.5 22.5 17.2 30.8 9.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.6 30.4 5.0 18.0 12.7 26.3 5.0 18.0 Max Q Clear Time (g_c+I1), s 4.8 18.0 7.0 9.7 13.4 24.4 2.5 8.6 Green Ext Time (p_c), s 0.0 5.1 0.0 1.0 0.0 1.2 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 32.7 HCM 6th LOS C B-80 HCM 6th Signalized Intersection Summary 13: Bynner Drive & Western Avenue 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 4 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 14 861 2 55 1014 14 14 8 8 1 3 23 Future Volume (veh/h) 14 861 2 55 1014 14 14 8 8 1 3 23 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 936 2 60 1102 15 15 9 9 1 3 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 226 1421 634 271 1421 634 360 215 172 86 86 557 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 504 3554 1585 597 3554 1585 610 538 430 9 214 1393 Grp Volume(v), veh/h 15 936 2 60 1102 15 33 0 0 29 0 0 Grp Sat Flow(s),veh/h/ln 504 1777 1585 597 1777 1585 1578 0 0 1616 0 0 Q Serve(g_s), s 1.2 9.7 0.0 4.1 12.1 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 13.3 9.7 0.0 13.7 12.1 0.3 0.5 0.0 0.0 0.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.45 0.27 0.03 0.86 Lane Grp Cap(c), veh/h 226 1421 634 271 1421 634 747 0 0 729 0 0 V/C Ratio(X) 0.07 0.66 0.00 0.22 0.78 0.02 0.04 0.00 0.00 0.04 0.00 0.00 Avail Cap(c_a), veh/h 226 1421 634 271 1421 634 747 0 0 729 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.5 11.0 8.1 16.6 11.7 8.2 8.3 0.0 0.0 8.2 0.0 0.0 Incr Delay (d2), s/veh 0.6 2.4 0.0 1.9 4.2 0.1 0.1 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 3.4 0.0 0.6 4.5 0.1 0.2 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.1 13.4 8.1 18.5 15.9 8.2 8.4 0.0 0.0 8.4 0.0 0.0 LnGrp LOS B B A B B A A A A A A A Approach Vol, veh/h 953 1177 33 29 Approach Delay, s/veh 13.5 16.0 8.4 8.4 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 2.5 15.3 2.5 15.7 Green Ext Time (p_c), s 0.1 1.6 0.1 1.6 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B B-81 HCM 6th Signalized Intersection Summary 16: Western Avenue & Wemouth Pl/Weymouth Ave 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 35 24 4 16 547 5 896 10 297 1056 40 Future Volume (veh/h) 108 35 24 4 16 547 5 896 10 297 1056 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 117 38 26 4 17 595 5 974 11 323 1148 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 97 19 439 66 208 439 241 1441 16 425 2078 927 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.24 0.58 0.58 Sat Flow, veh/h 0 67 1585 0 751 1585 470 5205 59 1781 3554 1585 Grp Volume(v), veh/h 155 0 26 21 0 595 5 637 348 323 1148 43 Grp Sat Flow(s),veh/h/ln 67 0 1585 751 0 1585 470 1702 1860 1781 1777 1585 Q Serve(g_s), s 0.0 0.0 0.8 0.0 0.0 18.0 0.5 10.8 10.8 11.0 12.9 0.8 Cycle Q Clear(g_c), s 18.0 0.0 0.8 18.0 0.0 18.0 0.5 10.8 10.8 11.0 12.9 0.8 Prop In Lane 0.75 1.00 0.19 1.00 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 116 0 439 274 0 439 241 943 515 425 2078 927 V/C Ratio(X) 1.34 0.00 0.06 0.08 0.00 1.36 0.02 0.68 0.68 0.76 0.55 0.05 Avail Cap(c_a), veh/h 116 0 439 274 0 439 241 943 515 425 2078 927 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.6 0.0 17.3 18.1 0.0 23.5 17.2 20.9 20.9 23.0 8.3 5.8 Incr Delay (d2), s/veh 198.9 0.0 0.3 0.5 0.0 174.3 0.2 3.9 7.0 12.1 1.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.2 0.0 0.3 0.3 0.0 27.4 0.1 4.5 5.3 5.7 4.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 228.6 0.0 17.5 18.6 0.0 197.8 17.3 24.8 27.9 35.1 9.3 5.9 LnGrp LOS F A B B A F B C C D A A Approach Vol, veh/h 181 616 990 1514 Approach Delay, s/veh 198.2 191.7 25.8 14.7 Approach LOS F F C B Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s20.0 22.5 22.5 42.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s15.5 18.0 18.0 38.0 18.0 Max Q Clear Time (g_c+I1), s13.0 12.8 20.0 14.9 20.0 Green Ext Time (p_c), s 0.3 2.8 0.0 9.4 0.0 Intersection Summary HCM 6th Ctrl Delay 61.2 HCM 6th LOS E B-82 HCM 6th Signalized Intersection Summary 19: Western Avenue & 1st Street 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 228 18 388 148 166 10 1054 451 144 998 56 Future Volume (veh/h) 69 228 18 388 148 166 10 1054 451 144 998 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 75 248 20 422 161 180 11 1146 490 157 1085 61 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 517 683 55 491 748 634 227 1421 634 195 1421 634 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1039 1708 138 1111 1870 1585 491 3554 1585 307 3554 1585 Grp Volume(v), veh/h 75 0 268 422 161 180 11 1146 490 157 1085 61 Grp Sat Flow(s),veh/h/ln1039 0 1846 1111 1870 1585 491 1777 1585 307 1777 1585 Q Serve(g_s), s 2.3 0.0 4.6 13.4 2.5 3.5 0.9 12.9 12.1 5.1 11.9 1.1 Cycle Q Clear(g_c), s 4.8 0.0 4.6 18.0 2.5 3.5 12.8 12.9 12.1 18.0 11.9 1.1 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 517 0 738 491 748 634 227 1421 634 195 1421 634 V/C Ratio(X) 0.15 0.00 0.36 0.86 0.22 0.28 0.05 0.81 0.77 0.80 0.76 0.10 Avail Cap(c_a), veh/h 517 0 738 491 748 634 227 1421 634 195 1421 634 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.5 0.0 9.5 17.2 8.9 9.1 17.2 12.0 11.7 21.9 11.7 8.4 Incr Delay (d2), s/veh 0.6 0.0 1.4 17.5 0.7 1.1 0.4 5.0 8.9 28.7 3.9 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.0 1.7 6.4 0.9 1.1 0.1 4.9 4.8 3.1 4.4 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.0 0.0 10.9 34.7 9.5 10.3 17.6 16.9 20.6 50.6 15.6 8.7 LnGrp LOS B A B C A B B B C D B A Approach Vol, veh/h 343 763 1647 1303 Approach Delay, s/veh 10.9 23.6 18.0 19.5 Approach LOS B C B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 14.9 6.8 20.0 20.0 Green Ext Time (p_c), s 2.5 1.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 19.0 HCM 6th LOS B B-83 HCM 6th Signalized Intersection Summary 22: Western Avenue & Park Western Drive 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 9 2 153 0 114 24 1348 236 108 1076 1 Future Volume (veh/h) 1 9 2 153 0 114 24 1348 236 108 1076 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1 10 2 166 0 124 26 1465 257 117 1170 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 58 333 62 408 0 357 328 2354 1050 210 2354 1050 Arrive On Green 0.22 0.22 0.22 0.22 0.00 0.22 0.66 0.66 0.66 0.66 0.66 0.66 Sat Flow, veh/h 43 1481 277 1412 0 1585 479 3554 1585 282 3554 1585 Grp Volume(v), veh/h 13 0 0 166 0 124 26 1465 257 117 1170 1 Grp Sat Flow(s),veh/h/ln1800 0 0 1412 0 1585 479 1777 1585 282 1777 1585 Q Serve(g_s), s 0.0 0.0 0.0 7.7 0.0 5.3 2.3 18.9 5.2 32.5 13.3 0.0 Cycle Q Clear(g_c), s 0.4 0.0 0.0 8.2 0.0 5.3 15.6 18.9 5.2 51.4 13.3 0.0 Prop In Lane 0.08 0.15 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 454 0 0 408 0 357 328 2354 1050 210 2354 1050 V/C Ratio(X) 0.03 0.00 0.00 0.41 0.00 0.35 0.08 0.62 0.24 0.56 0.50 0.00 Avail Cap(c_a), veh/h 454 0 0 408 0 357 328 2354 1050 210 2354 1050 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.2 0.0 0.0 27.1 0.0 26.1 10.7 7.8 5.4 22.5 6.8 4.6 Incr Delay (d2), s/veh 0.1 0.0 0.0 3.0 0.0 2.7 0.5 1.3 0.6 10.2 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.0 0.0 3.0 0.0 2.2 0.3 6.1 1.6 2.6 4.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.3 0.0 0.0 30.1 0.0 28.7 11.2 9.0 6.0 32.7 7.5 4.6 LnGrp LOS C A A C A C B A A C A A Approach Vol, veh/h 13 290 1748 1288 Approach Delay, s/veh 24.3 29.5 8.6 9.8 Approach LOS C C A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 57.5 22.5 57.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 53.0 18.0 53.0 18.0 Max Q Clear Time (g_c+I1), s 20.9 2.4 53.4 10.2 Green Ext Time (p_c), s 16.7 0.0 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 11.0 HCM 6th LOS B B-84 HCM 6th TWSC 26: Western Avenue & Santa Cruz Street 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 8 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 1 56 1 0 4 67 1217 1 3 1157 16 Future Vol, veh/h 5 1 56 1 0 4 67 1217 1 3 1157 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 0 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 1 61 1 0 4 73 1323 1 3 1258 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2072 2734 629 2106 2751 662 1275 0 0 1324 0 0 Stage 1 1264 1264 - 1470 1470 - - - - - - - Stage 2 808 1470 - 636 1281 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 31 20 425 29 19 404 540 - - 518 - - Stage 1 179 239 - 133 190 - - - - - - - Stage 2 341 190 - 433 235 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 27 17 425 21 16 404 540 - - 518 - - Mov Cap-2 Maneuver 27 17 - 21 16 - - - - - - - Stage 1 155 238 - 115 164 - - - - - - - Stage 2 292 164 - 367 234 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 41.1 49.1 0.7 0 HCM LOS E E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)540 - - 165 87 518 - - HCM Lane V/C Ratio 0.135 - - 0.408 0.062 0.006 - - HCM Control Delay (s) 12.7 - - 41.1 49.1 12 - - HCM Lane LOS B - - E E B - - HCM 95th %tile Q(veh) 0.5 - - 1.8 0.2 0 - - B-85 HCM 6th Signalized Intersection Summary 27: Western Avenue & Crestwood Street 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 156 30 111 61 21 37 81 1394 126 11 1103 142 Future Volume (veh/h) 156 30 111 61 21 37 81 1394 126 11 1103 142 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 170 33 121 66 23 40 88 1515 137 12 1199 154 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 316 72 176 292 109 140 244 1925 859 181 1925 859 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.54 0.54 0.54 0.54 0.54 0.54 Sat Flow, veh/h 727 232 571 654 354 453 403 3554 1585 302 3554 1585 Grp Volume(v), veh/h 324 0 0 129 0 0 88 1515 137 12 1199 154 Grp Sat Flow(s),veh/h/ln 1530 0 0 1460 0 0 403 1777 1585 302 1777 1585 Q Serve(g_s), s 7.1 0.0 0.0 0.0 0.0 0.0 11.6 20.4 2.6 2.0 14.0 3.0 Cycle Q Clear(g_c), s 10.7 0.0 0.0 3.6 0.0 0.0 25.6 20.4 2.6 22.4 14.0 3.0 Prop In Lane 0.52 0.37 0.51 0.31 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 563 0 0 541 0 0 244 1925 859 181 1925 859 V/C Ratio(X) 0.58 0.00 0.00 0.24 0.00 0.00 0.36 0.79 0.16 0.07 0.62 0.18 Avail Cap(c_a), veh/h 563 0 0 541 0 0 244 1925 859 181 1925 859 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.9 0.0 0.0 15.5 0.0 0.0 18.4 11.0 6.9 19.9 9.5 7.0 Incr Delay (d2), s/veh 4.2 0.0 0.0 1.0 0.0 0.0 4.1 3.3 0.4 0.7 1.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 0.0 0.0 1.4 0.0 0.0 1.3 7.2 0.8 0.2 4.7 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.1 0.0 0.0 16.6 0.0 0.0 22.5 14.3 7.3 20.6 11.0 7.4 LnGrp LOS C A A B A A C B A C B A Approach Vol, veh/h 324 129 1740 1365 Approach Delay, s/veh 22.1 16.6 14.2 10.7 Approach LOS C B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 37.0 23.0 37.0 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 18.5 32.5 18.5 Max Q Clear Time (g_c+I1), s 27.6 12.7 24.4 5.6 Green Ext Time (p_c), s 4.1 1.0 5.3 0.5 Intersection Summary HCM 6th Ctrl Delay 13.7 HCM 6th LOS B B-86 HCM 6th Signalized Intersection Summary 31: Western Avenue & Trudie Drive/Capitol Drive 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 125 98 15 190 64 219 8 1196 210 150 1000 112 Future Volume (veh/h) 125 98 15 190 64 219 8 1196 210 150 1000 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 136 107 16 207 70 238 9 1300 228 163 1087 122 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 238 168 22 394 481 408 127 1523 679 216 1701 759 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.07 0.43 0.43 0.12 0.48 0.48 Sat Flow, veh/h 622 652 84 1268 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 259 0 0 207 70 238 9 1300 228 163 1087 122 Grp Sat Flow(s),veh/h/ln1357 0 0 1268 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 10.1 0.0 0.0 0.3 2.0 9.2 0.3 23.1 6.7 6.2 16.1 3.0 Cycle Q Clear(g_c), s 12.1 0.0 0.0 12.4 2.0 9.2 0.3 23.1 6.7 6.2 16.1 3.0 Prop In Lane 0.53 0.06 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 427 0 0 394 481 408 127 1523 679 216 1701 759 V/C Ratio(X) 0.61 0.00 0.00 0.52 0.15 0.58 0.07 0.85 0.34 0.75 0.64 0.16 Avail Cap(c_a), veh/h 427 0 0 394 481 408 127 1523 679 216 1701 759 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.7 0.0 0.0 24.0 20.1 22.7 30.3 18.0 13.3 29.7 13.7 10.3 Incr Delay (d2), s/veh 6.3 0.0 0.0 4.9 0.6 6.0 1.1 6.3 1.3 21.3 1.9 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.4 0.0 0.0 3.5 0.9 3.9 0.2 9.7 2.4 3.8 6.1 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.9 0.0 0.0 28.9 20.7 28.7 31.4 24.3 14.7 51.1 15.6 10.8 LnGrp LOS C A A C C C C C B D B B Approach Vol, veh/h 259 515 1537 1372 Approach Delay, s/veh 29.9 27.7 22.9 19.4 Approach LOS C C C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s13.0 34.5 22.5 9.5 38.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s8.5 30.0 18.0 5.0 33.5 18.0 Max Q Clear Time (g_c+I1), s8.2 25.1 14.1 2.3 18.1 14.4 Green Ext Time (p_c), s 0.0 3.7 0.6 0.0 7.4 0.7 Intersection Summary HCM 6th Ctrl Delay 22.8 HCM 6th LOS C B-87 HCM 6th Signalized Intersection Summary 34: Caddington Drive & Western Avenue 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 11 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 28 1220 63 40 1349 0 148 3 90 13 0 21 Future Volume (veh/h) 28 1220 63 40 1349 0 148 3 90 13 0 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 1326 68 43 1466 0 161 3 98 14 0 23 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 111 1510 674 111 1510 674 0 16 531 381 0 357 Arrive On Green 0.06 0.43 0.43 0.06 0.43 0.00 0.06 0.34 0.34 0.22 0.00 0.22 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 0 47 1545 1294 0 1585 Grp Volume(v), veh/h 30 1326 68 43 1466 0 0 0 101 14 0 23 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1777 1585 0 0 1592 1294 0 1585 Q Serve(g_s), s 1.3 27.4 2.1 1.9 32.3 0.0 0.0 0.0 3.6 0.7 0.0 0.9 Cycle Q Clear(g_c), s 1.3 27.4 2.1 1.9 32.3 0.0 0.0 0.0 3.6 0.7 0.0 0.9 Prop In Lane 1.00 1.00 1.00 1.00 0.00 0.97 1.00 1.00 Lane Grp Cap(c), veh/h 111 1510 674 111 1510 674 0 0 547 381 0 357 V/C Ratio(X) 0.27 0.88 0.10 0.39 0.97 0.00 0.00 0.00 0.18 0.04 0.00 0.06 Avail Cap(c_a), veh/h 111 1510 674 111 1510 674 0 0 547 381 0 357 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.8 21.1 13.8 36.0 22.5 0.0 0.0 0.0 18.4 24.3 0.0 24.4 Incr Delay (d2), s/veh 5.9 7.5 0.3 9.8 17.2 0.0 0.0 0.0 0.7 0.2 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 12.0 0.8 1.1 15.9 0.0 0.0 0.0 1.4 0.2 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.6 28.6 14.1 45.9 39.7 0.0 0.0 0.0 19.1 24.5 0.0 24.7 LnGrp LOS D C B D D A A A B C A C Approach Vol, veh/h 1424 1509 101 37 Approach Delay, s/veh 28.2 39.8 19.1 24.6 Approach LOS C D B C Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s9.5 38.5 32.0 9.5 38.5 9.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 34.0 27.5 5.0 34.0 5.0 18.0 Max Q Clear Time (g_c+I1), s3.3 34.3 5.6 3.9 29.4 0.0 2.9 Green Ext Time (p_c), s 0.0 0.0 0.5 0.0 3.4 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 33.6 HCM 6th LOS C B-88 HCM 6th Signalized Intersection Summary 36: Western Avenue & Toscanni Drive 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 25 253 63 31 66 160 1256 41 28 951 25 Future Volume (veh/h) 67 25 253 63 31 66 160 1256 41 28 951 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 73 27 275 68 34 72 174 1365 45 30 1034 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 130 54 324 187 103 151 258 1558 695 137 1318 588 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.14 0.44 0.44 0.08 0.37 0.37 Sat Flow, veh/h 231 195 1171 397 373 544 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 375 0 0 174 0 0 174 1365 45 30 1034 27 Grp Sat Flow(s),veh/h/ln1597 0 0 1315 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 7.8 0.0 0.0 0.0 0.0 0.0 6.0 22.8 1.1 1.0 16.8 0.7 Cycle Q Clear(g_c), s 14.2 0.0 0.0 6.4 0.0 0.0 6.0 22.8 1.1 1.0 16.8 0.7 Prop In Lane 0.19 0.73 0.39 0.41 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 508 0 0 441 0 0 258 1558 695 137 1318 588 V/C Ratio(X) 0.74 0.00 0.00 0.39 0.00 0.00 0.68 0.88 0.06 0.22 0.78 0.05 Avail Cap(c_a), veh/h 508 0 0 441 0 0 258 1558 695 137 1318 588 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.0 0.0 0.0 19.1 0.0 0.0 26.4 16.6 10.5 28.2 18.1 13.1 Incr Delay (d2), s/veh 9.2 0.0 0.0 2.6 0.0 0.0 13.3 7.2 0.2 3.6 4.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.2 0.0 0.0 2.3 0.0 0.0 3.4 9.6 0.4 0.6 7.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.2 0.0 0.0 21.7 0.0 0.0 39.7 23.9 10.7 31.8 22.9 13.2 LnGrp LOS C A A C A A D C B C C B Approach Vol, veh/h 375 174 1584 1091 Approach Delay, s/veh 31.2 21.7 25.2 22.9 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s9.5 33.0 22.5 13.9 28.6 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 28.5 18.0 9.4 24.1 18.0 Max Q Clear Time (g_c+I1), s3.0 24.8 16.2 8.0 18.8 8.4 Green Ext Time (p_c), s 0.0 2.8 0.4 0.1 3.1 0.7 Intersection Summary HCM 6th Ctrl Delay 24.9 HCM 6th LOS C B-89 HCM 6th Signalized Intersection Summary 40: Western Avenue & Delasonde Drive/Westmont Drive 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 119 104 107 198 150 246 107 1101 173 127 724 50 Future Volume (veh/h) 119 104 107 198 150 246 107 1101 173 127 724 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 129 113 116 215 163 267 116 1197 188 138 787 54 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 399 169 174 247 495 419 239 1303 581 168 1161 518 Arrive On Green 0.07 0.20 0.20 0.14 0.26 0.26 0.13 0.37 0.37 0.09 0.33 0.33 Sat Flow, veh/h 1781 846 868 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 129 0 229 215 163 267 116 1197 188 138 787 54 Grp Sat Flow(s),veh/h/ln1781 0 1714 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 5.1 0.0 11.1 10.6 6.3 13.4 5.4 29.0 7.7 6.8 17.2 2.1 Cycle Q Clear(g_c), s 5.1 0.0 11.1 10.6 6.3 13.4 5.4 29.0 7.7 6.8 17.2 2.1 Prop In Lane 1.00 0.51 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 399 0 343 247 495 419 239 1303 581 168 1161 518 V/C Ratio(X) 0.32 0.00 0.67 0.87 0.33 0.64 0.48 0.92 0.32 0.82 0.68 0.10 Avail Cap(c_a), veh/h 399 0 343 247 495 419 239 1303 581 168 1161 518 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.5 0.0 33.2 37.9 26.7 29.3 36.1 27.2 20.5 40.0 26.2 21.1 Incr Delay (d2), s/veh 2.1 0.0 9.9 31.5 1.8 7.2 6.9 11.8 1.5 34.3 3.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 0.0 5.5 6.7 3.0 5.8 2.8 13.8 3.0 4.6 7.6 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.7 0.0 43.1 69.4 28.4 36.5 42.9 39.0 22.0 74.3 29.4 21.5 LnGrp LOS C A D E C D D D C E C C Approach Vol, veh/h 358 645 1501 979 Approach Delay, s/veh 37.6 45.4 37.2 35.3 Approach LOS D D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s13.0 37.5 17.0 22.5 16.6 33.9 11.2 28.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s8.5 33.0 12.5 18.0 12.1 29.4 6.7 23.8 Max Q Clear Time (g_c+I1), s8.8 31.0 12.6 13.1 7.4 19.2 7.1 15.4 Green Ext Time (p_c), s 0.0 1.6 0.0 0.5 0.1 4.0 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 38.2 HCM 6th LOS D B-90 HCM 6th Signalized Intersection Summary 43: Western Avenue & Ave Aprenda 06/30/2020 RPV Western Ave 06/29/2020 2019 With Project AM Synchro 10 Report NS Page 14 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 339 115 67 1468 813 174 Future Volume (veh/h) 339 115 67 1468 813 174 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1870 1870 1870 1870 Adj Flow Rate, veh/h 368 125 73 1596 884 189 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 2 2 2 Cap, veh/h 397 135 325 1925 1925 859 Arrive On Green 0.31 0.31 0.54 0.54 0.54 0.54 Sat Flow, veh/h 1287 437 526 3647 3647 1585 Grp Volume(v), veh/h 494 0 73 1596 884 189 Grp Sat Flow(s),veh/h/ln1727 0 526 1777 1777 1585 Q Serve(g_s), s 16.6 0.0 5.9 22.4 9.1 3.7 Cycle Q Clear(g_c), s 16.6 0.0 15.0 22.4 9.1 3.7 Prop In Lane 0.74 0.25 1.00 1.00 Lane Grp Cap(c), veh/h 533 0 325 1925 1925 859 V/C Ratio(X) 0.93 0.00 0.22 0.83 0.46 0.22 Avail Cap(c_a), veh/h 533 0 325 1925 1925 859 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.1 0.0 13.0 11.4 8.4 7.2 Incr Delay (d2), s/veh 24.6 0.0 1.6 4.3 0.8 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.6 0.0 0.8 8.0 3.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.7 0.0 14.6 15.7 9.2 7.7 LnGrp LOS D A B B A A Approach Vol, veh/h 494 1669 1073 Approach Delay, s/veh 44.7 15.7 8.9 Approach LOS D B A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 37.0 23.0 37.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 18.5 32.5 Max Q Clear Time (g_c+I1), s 24.4 18.6 11.1 Green Ext Time (p_c), s 6.4 0.0 7.2 Intersection Summary HCM 6th Ctrl Delay 17.9 HCM 6th LOS B B-91 B-92 HCM 6th Signalized Intersection Summary 2: Western Avenue & Morse Dr/19th Street 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 82 45 22 109 31 112 15 810 141 218 1017 96 Future Volume (veh/h) 82 45 22 109 31 112 15 810 141 218 1017 96 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 89 49 24 118 34 122 16 880 153 237 1105 104 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 435 328 161 437 518 439 294 2078 927 355 2078 927 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.58 0.58 0.58 0.58 0.58 0.58 Sat Flow, veh/h 1231 1185 581 1327 1870 1585 462 3554 1585 546 3554 1585 Grp Volume(v), veh/h 89 0 73 118 34 122 16 880 153 237 1105 104 Grp Sat Flow(s),veh/h/ln 1231 0 1766 1327 1870 1585 462 1777 1585 546 1777 1585 Q Serve(g_s), s 3.7 0.0 2.0 4.8 0.9 3.9 1.4 8.9 2.9 27.5 12.2 1.9 Cycle Q Clear(g_c), s 4.6 0.0 2.0 6.8 0.9 3.9 13.6 8.9 2.9 36.4 12.2 1.9 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 435 0 489 437 518 439 294 2078 927 355 2078 927 V/C Ratio(X) 0.20 0.00 0.15 0.27 0.07 0.28 0.05 0.42 0.17 0.67 0.53 0.11 Avail Cap(c_a), veh/h 435 0 489 437 518 439 294 2078 927 355 2078 927 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.0 0.0 17.7 20.3 17.3 18.4 12.2 7.5 6.2 17.5 8.1 6.0 Incr Delay (d2), s/veh 1.1 0.0 0.6 1.5 0.2 1.6 0.4 0.6 0.4 9.5 1.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 0.9 1.6 0.4 1.5 0.2 2.9 0.9 3.9 4.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.1 0.0 18.4 21.8 17.6 20.0 12.6 8.1 6.6 27.0 9.1 6.2 LnGrp LOS C A B C B B B A A C A A Approach Vol, veh/h 162 274 1049 1446 Approach Delay, s/veh 19.3 20.5 7.9 11.8 Approach LOS B C A B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 42.5 22.5 42.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 38.0 18.0 38.0 18.0 Max Q Clear Time (g_c+I1), s 15.6 6.6 38.4 8.8 Green Ext Time (p_c), s 7.4 0.5 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 11.7 HCM 6th LOS B B-93 HCM 6th TWSC 8: Western Avenue & Dodson Avenue 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 2 Intersection Int Delay, s/veh 1 Movement SBL SBR SEL SET NWT NWR Lane Configurations Traffic Vol, veh/h 18 7 44 1329 985 65 Future Vol, veh/h 18 7 44 1329 985 65 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 0 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 20 8 48 1445 1071 71 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1890 536 1142 0 - 0 Stage 1 1071 - - - - - Stage 2 819 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 62 489 608 - - - Stage 1 290 - - - - - Stage 2 394 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 57 489 608 - - - Mov Cap-2 Maneuver 57 - - - - - Stage 1 267 - - - - - Stage 2 394 - - - - - Approach SB SE NW HCM Control Delay, s 76.7 0.4 0 HCM LOS F Minor Lane/Major Mvmt NWT NWR SEL SET SBLn1 Capacity (veh/h)- - 608 - 76 HCM Lane V/C Ratio - - 0.079 - 0.358 HCM Control Delay (s) - - 11.4 - 76.7 HCM Lane LOS - - B - F HCM 95th %tile Q(veh) - - 0.3 - 1.4 B-94 HCM 6th Signalized Intersection Summary 10: Western Avenue & 9th Street 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 147 199 118 117 53 124 784 95 87 1034 62 Future Volume (veh/h) 23 147 199 118 117 53 124 784 95 87 1034 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 160 216 128 127 58 135 852 103 95 1124 67 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 436 426 380 336 449 380 178 1294 577 159 1256 560 Arrive On Green 0.07 0.24 0.24 0.07 0.24 0.24 0.10 0.36 0.36 0.09 0.35 0.35 Sat Flow, veh/h 1781 1777 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 25 160 216 128 127 58 135 852 103 95 1124 67 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 0.7 5.6 9.0 4.0 4.2 2.2 5.5 15.0 3.3 3.8 22.4 2.1 Cycle Q Clear(g_c), s 0.7 5.6 9.0 4.0 4.2 2.2 5.5 15.0 3.3 3.8 22.4 2.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 436 426 380 336 449 380 178 1294 577 159 1256 560 V/C Ratio(X) 0.06 0.38 0.57 0.38 0.28 0.15 0.76 0.66 0.18 0.60 0.90 0.12 Avail Cap(c_a), veh/h 436 426 380 336 449 380 178 1294 577 159 1256 560 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.4 23.8 25.1 20.0 23.2 22.5 32.9 20.0 16.2 32.9 22.9 16.4 Incr Delay (d2), s/veh 0.3 2.5 6.0 3.3 1.6 0.8 25.6 2.6 0.7 15.4 10.1 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 2.6 3.9 1.9 2.0 0.9 3.6 6.3 1.2 2.3 10.5 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.7 26.3 31.1 23.3 24.8 23.3 58.5 22.6 16.9 48.3 33.0 16.8 LnGrp LOS B C C C C C E C B D C B Approach Vol, veh/h 401 313 1090 1286 Approach Delay, s/veh 28.4 23.9 26.5 33.3 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.2 31.8 9.5 22.5 12.0 31.0 9.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.7 27.3 5.0 18.0 7.5 26.5 5.0 18.0 Max Q Clear Time (g_c+I1), s 5.8 17.0 6.0 11.0 7.5 24.4 2.7 6.2 Green Ext Time (p_c), s 0.0 4.5 0.0 1.3 0.0 1.5 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 29.3 HCM 6th LOS C B-95 HCM 6th Signalized Intersection Summary 13: Bynner Drive & Western Avenue 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 4 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 13 806 5 61 1208 28 16 1 6 0 4 8 Future Volume (veh/h) 13 806 5 61 1208 28 16 1 6 0 4 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 14 876 5 66 1313 30 17 1 7 0 4 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 215 1777 793 343 1777 793 428 41 139 0 172 387 Arrive On Green 0.50 0.50 0.50 0.50 0.50 0.50 0.34 0.34 0.34 0.00 0.34 0.34 Sat Flow, veh/h 407 3554 1585 630 3554 1585 944 121 414 0 512 1151 Grp Volume(v), veh/h 14 876 5 66 1313 30 25 0 0 0 0 13 Grp Sat Flow(s),veh/h/ln 407 1777 1585 630 1777 1585 1479 0 0 0 0 1663 Q Serve(g_s), s 1.6 9.0 0.1 4.3 16.1 0.5 0.0 0.0 0.0 0.0 0.0 0.3 Cycle Q Clear(g_c), s 17.7 9.0 0.1 13.3 16.1 0.5 0.5 0.0 0.0 0.0 0.0 0.3 Prop In Lane 1.00 1.00 1.00 1.00 0.68 0.28 0.00 0.69 Lane Grp Cap(c), veh/h 215 1777 793 343 1777 793 608 0 0 0 0 559 V/C Ratio(X) 0.07 0.49 0.01 0.19 0.74 0.04 0.04 0.00 0.00 0.00 0.00 0.02 Avail Cap(c_a), veh/h 215 1777 793 343 1777 793 608 0 0 0 0 559 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 17.9 9.1 6.9 13.5 10.9 7.0 12.3 0.0 0.0 0.0 0.0 12.2 Incr Delay (d2), s/veh 0.6 1.0 0.0 1.2 2.8 0.1 0.1 0.0 0.0 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 3.0 0.0 0.7 5.6 0.2 0.2 0.0 0.0 0.0 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.5 10.1 6.9 14.8 13.7 7.1 12.4 0.0 0.0 0.0 0.0 12.3 LnGrp LOS B B A B B A B A A A A B Approach Vol, veh/h 895 1409 25 13 Approach Delay, s/veh 10.2 13.6 12.4 12.3 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 23.0 32.0 23.0 32.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 27.5 18.5 27.5 Max Q Clear Time (g_c+I1), s 2.3 19.7 2.5 18.1 Green Ext Time (p_c), s 0.0 3.7 0.0 6.3 Intersection Summary HCM 6th Ctrl Delay 12.3 HCM 6th LOS B B-96 HCM 6th Signalized Intersection Summary 16: Western Avenue & Wemouth Pl/Weymouth Ave 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 10 11 4 10 402 10 824 10 334 1280 85 Future Volume (veh/h) 43 10 11 4 10 402 10 824 10 334 1280 85 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 47 11 12 4 11 437 11 896 11 363 1391 92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 328 67 439 160 396 439 190 1440 18 425 2078 927 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.08 0.19 0.19 Sat Flow, veh/h 821 241 1585 326 1432 1585 356 5199 64 1781 3554 1585 Grp Volume(v), veh/h 58 0 12 15 0 437 11 586 321 363 1391 92 Grp Sat Flow(s),veh/h/ln1062 0 1585 1757 0 1585 356 1702 1859 1781 1777 1585 Q Serve(g_s), s 1.9 0.0 0.4 0.0 0.0 17.9 1.6 9.8 9.8 13.1 23.6 3.1 Cycle Q Clear(g_c), s 2.4 0.0 0.4 0.4 0.0 17.9 5.2 9.8 9.8 13.1 23.6 3.1 Prop In Lane 0.81 1.00 0.27 1.00 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 394 0 439 557 0 439 190 943 515 425 2078 927 V/C Ratio(X) 0.15 0.00 0.03 0.03 0.00 1.00 0.06 0.62 0.62 0.85 0.67 0.10 Avail Cap(c_a), veh/h 394 0 439 557 0 439 190 943 515 425 2078 927 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 0.0 17.1 17.1 0.0 23.5 20.3 20.5 20.5 28.8 20.4 12.1 Incr Delay (d2), s/veh 0.8 0.0 0.1 0.1 0.0 41.9 0.6 3.1 5.6 19.2 1.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 0.0 0.1 0.2 0.0 11.2 0.2 4.0 4.7 8.4 11.4 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.5 0.0 17.2 17.2 0.0 65.3 20.9 23.6 26.1 48.1 22.1 12.4 LnGrp LOS B A B B A E C C C D C B Approach Vol, veh/h 70 452 918 1846 Approach Delay, s/veh 18.3 63.7 24.5 26.8 Approach LOS B E C C Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s20.0 22.5 22.5 42.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s15.5 18.0 18.0 38.0 18.0 Max Q Clear Time (g_c+I1), s15.1 11.8 4.4 25.6 19.9 Green Ext Time (p_c), s 0.1 3.1 0.3 8.0 0.0 Intersection Summary HCM 6th Ctrl Delay 31.0 HCM 6th LOS C B-97 HCM 6th Signalized Intersection Summary 19: Western Avenue & 1st Street 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 134 16 351 118 173 27 892 401 226 1261 65 Future Volume (veh/h) 36 134 16 351 118 173 27 892 401 226 1261 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 146 17 382 128 188 29 970 436 246 1371 71 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 389 514 60 411 584 495 209 1952 871 227 1952 871 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.18 0.18 0.18 0.55 0.55 0.55 Sat Flow, veh/h 1064 1644 191 1223 1870 1585 370 3554 1585 383 3554 1585 Grp Volume(v), veh/h 39 0 163 382 128 188 29 970 436 246 1371 71 Grp Sat Flow(s),veh/h/ln1064 0 1836 1223 1870 1585 370 1777 1585 383 1777 1585 Q Serve(g_s), s 1.8 0.0 4.4 15.9 3.3 6.0 4.8 16.0 16.1 19.7 18.4 1.4 Cycle Q Clear(g_c), s 5.1 0.0 4.4 20.3 3.3 6.0 23.2 16.0 16.1 35.7 18.4 1.4 Prop In Lane 1.00 0.10 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 389 0 573 411 584 495 209 1952 871 227 1952 871 V/C Ratio(X) 0.10 0.00 0.28 0.93 0.22 0.38 0.14 0.50 0.50 1.08 0.70 0.08 Avail Cap(c_a), veh/h 389 0 573 411 584 495 209 1952 871 227 1952 871 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.4 0.0 16.9 26.2 16.5 17.4 30.1 18.5 18.6 27.4 10.8 6.9 Incr Delay (d2), s/veh 0.5 0.0 1.2 29.9 0.9 2.2 1.4 0.9 2.1 83.7 2.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.0 1.9 9.2 1.4 2.3 0.5 7.6 7.1 8.7 6.4 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.9 0.0 18.1 56.1 17.4 19.6 31.5 19.4 20.6 111.2 12.9 7.1 LnGrp LOS B A B E B B C B C F B A Approach Vol, veh/h 202 698 1435 1688 Approach Delay, s/veh 18.3 39.2 20.0 27.0 Approach LOS B D C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 40.2 24.8 40.2 24.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 35.7 20.3 35.7 20.3 Max Q Clear Time (g_c+I1), s 25.2 7.1 37.7 22.3 Green Ext Time (p_c), s 6.3 0.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 26.2 HCM 6th LOS C B-98 HCM 6th Signalized Intersection Summary 22: Western Avenue & Park Western Drive 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 7 8 15 225 13 120 56 1243 143 173 1300 5 Future Volume (veh/h) 7 8 15 225 13 120 56 1243 143 173 1300 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 8 9 16 245 14 130 61 1351 155 188 1413 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 50 57 53 198 7 326 267 2468 1101 256 2468 1101 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.69 0.69 0.69 0.69 0.69 0.69 Sat Flow, veh/h 0 276 260 586 33 1585 379 3554 1585 348 3554 1585 Grp Volume(v), veh/h 33 0 0 259 0 130 61 1351 155 188 1413 5 Grp Sat Flow(s),veh/h/ln 537 0 0 619 0 1585 379 1777 1585 348 1777 1585 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 6.4 8.8 16.9 3.0 45.6 18.2 0.1 Cycle Q Clear(g_c), s 18.5 0.0 0.0 18.5 0.0 6.4 26.9 16.9 3.0 62.5 18.2 0.1 Prop In Lane 0.24 0.48 0.95 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 160 0 0 205 0 326 267 2468 1101 256 2468 1101 V/C Ratio(X) 0.21 0.00 0.00 1.26 0.00 0.40 0.23 0.55 0.14 0.73 0.57 0.00 Avail Cap(c_a), veh/h 160 0 0 205 0 326 267 2468 1101 256 2468 1101 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.9 0.0 0.0 39.3 0.0 30.9 13.8 6.8 4.7 23.6 7.0 4.2 Incr Delay (d2), s/veh 2.9 0.0 0.0 151.0 0.0 3.6 2.0 0.9 0.3 16.9 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 0.0 0.0 13.1 0.0 2.7 0.9 5.5 0.9 5.1 5.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.8 0.0 0.0 190.3 0.0 34.6 15.8 7.7 4.9 40.5 7.9 4.2 LnGrp LOS C A A F A C B A A D A A Approach Vol, veh/h 33 389 1567 1606 Approach Delay, s/veh 32.8 138.3 7.7 11.7 Approach LOS C F A B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 67.0 23.0 67.0 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 62.5 18.5 62.5 18.5 Max Q Clear Time (g_c+I1), s 28.9 20.5 64.5 20.5 Green Ext Time (p_c), s 15.9 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 23.9 HCM 6th LOS C B-99 HCM 6th TWSC 26: Western Avenue & Santa Cruz Street 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 8 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 26 0 0 1 25 1163 4 6 1446 36 Future Vol, veh/h 1 0 26 0 0 1 25 1163 4 6 1446 36 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 0 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 28 0 0 1 27 1264 4 7 1572 39 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2272 2908 786 2120 2945 634 1611 0 0 1268 0 0 Stage 1 1586 1586 - 1320 1320 - - - - - - - Stage 2 686 1322 - 800 1625 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 22 15 335 29 15 422 401 - - 544 - - Stage 1 113 166 - 166 225 - - - - - - - Stage 2 404 224 - 345 159 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 21 14 335 25 14 422 401 - - 544 - - Mov Cap-2 Maneuver 21 14 - 25 14 - - - - - - - Stage 1 105 164 - 155 210 - - - - - - - Stage 2 376 209 - 312 157 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 24.3 13.6 0.3 0 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)401 - - 216 422 544 - - HCM Lane V/C Ratio 0.068 - - 0.136 0.003 0.012 - - HCM Control Delay (s) 14.6 - - 24.3 13.6 11.7 - - HCM Lane LOS B - - C B B - - HCM 95th %tile Q(veh) 0.2 - - 0.5 0 0 - - B-100 HCM 6th Signalized Intersection Summary 27: Western Avenue & Crestwood Street 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 105 24 51 244 27 48 40 1054 235 52 1366 118 Future Volume (veh/h) 105 24 51 244 27 48 40 1054 235 52 1366 118 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 114 26 55 265 29 52 43 1146 255 57 1485 128 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 382 97 147 485 50 74 175 1777 793 232 1777 793 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.50 0.50 0.50 0.50 0.50 0.50 Sat Flow, veh/h 828 287 438 1099 148 221 314 3554 1585 385 3554 1585 Grp Volume(v), veh/h 195 0 0 346 0 0 43 1146 255 57 1485 128 Grp Sat Flow(s),veh/h/ln 1553 0 0 1468 0 0 314 1777 1585 385 1777 1585 Q Serve(g_s), s 0.0 0.0 0.0 5.8 0.0 0.0 7.5 13.1 5.3 7.1 19.7 2.4 Cycle Q Clear(g_c), s 4.9 0.0 0.0 10.7 0.0 0.0 27.2 13.1 5.3 20.1 19.7 2.4 Prop In Lane 0.58 0.28 0.77 0.15 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 626 0 0 609 0 0 175 1777 793 232 1777 793 V/C Ratio(X) 0.31 0.00 0.00 0.57 0.00 0.00 0.25 0.64 0.32 0.25 0.84 0.16 Avail Cap(c_a), veh/h 626 0 0 609 0 0 175 1777 793 232 1777 793 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.7 0.0 0.0 15.4 0.0 0.0 23.5 10.1 8.2 17.6 11.8 7.5 Incr Delay (d2), s/veh 1.3 0.0 0.0 3.8 0.0 0.0 3.3 1.8 1.1 2.5 4.8 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 0.0 3.8 0.0 0.0 0.7 4.5 1.7 0.7 7.2 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.0 0.0 0.0 19.2 0.0 0.0 26.8 12.0 9.3 20.1 16.6 7.9 LnGrp LOS B A A B A A C B A C B A Approach Vol, veh/h 195 346 1444 1670 Approach Delay, s/veh 15.0 19.2 11.9 16.1 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 32.0 23.0 32.0 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 18.5 27.5 18.5 Max Q Clear Time (g_c+I1), s 29.2 6.9 22.1 12.7 Green Ext Time (p_c), s 0.0 0.8 4.3 1.1 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B B-101 HCM 6th Signalized Intersection Summary 31: Western Avenue & Trudie Drive/Capitol Drive 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 137 67 19 159 59 256 26 1219 139 253 1151 98 Future Volume (veh/h) 137 67 19 159 59 256 26 1219 139 253 1151 98 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 149 73 21 173 64 278 28 1325 151 275 1251 107 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 223 93 23 355 421 357 122 1510 674 323 1910 852 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.07 0.43 0.43 0.18 0.54 0.54 Sat Flow, veh/h 668 411 102 1302 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 243 0 0 173 64 278 28 1325 151 275 1251 107 Grp Sat Flow(s),veh/h/ln1182 0 0 1302 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 14.0 0.0 0.0 0.0 2.2 13.2 1.2 27.3 4.8 12.0 20.1 2.7 Cycle Q Clear(g_c), s 16.2 0.0 0.0 10.8 2.2 13.2 1.2 27.3 4.8 12.0 20.1 2.7 Prop In Lane 0.61 0.09 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 338 0 0 355 421 357 122 1510 674 323 1910 852 V/C Ratio(X) 0.72 0.00 0.00 0.49 0.15 0.78 0.23 0.88 0.22 0.85 0.65 0.13 Avail Cap(c_a), veh/h 338 0 0 355 421 357 122 1510 674 323 1910 852 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.6 0.0 0.0 28.2 24.9 29.1 35.2 21.1 14.6 31.7 13.2 9.2 Incr Delay (d2), s/veh 12.3 0.0 0.0 4.7 0.8 15.4 4.3 7.5 0.8 23.6 1.8 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.6 0.0 0.0 3.4 1.0 6.4 0.7 12.0 1.8 7.1 7.6 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.0 0.0 0.0 32.9 25.6 44.6 39.5 28.6 15.4 55.4 15.0 9.5 LnGrp LOS D A A C C D D C B E B A Approach Vol, veh/h 243 515 1504 1633 Approach Delay, s/veh 43.0 38.3 27.5 21.4 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s19.0 38.5 22.5 10.0 47.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s14.5 34.0 18.0 5.5 43.0 18.0 Max Q Clear Time (g_c+I1), s14.0 29.3 18.2 3.2 22.1 15.2 Green Ext Time (p_c), s 0.1 3.5 0.0 0.0 10.1 0.6 Intersection Summary HCM 6th Ctrl Delay 27.3 HCM 6th LOS C B-102 HCM 6th Signalized Intersection Summary 34: Caddington Drive & Western Avenue 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 11 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 38 1391 156 106 1112 0 148 3 90 20 2 19 Future Volume (veh/h) 38 1391 156 106 1112 0 148 3 90 20 2 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 1512 170 115 1209 0 161 3 98 22 2 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 101 1662 741 137 1733 773 0 14 472 318 26 317 Arrive On Green 0.06 0.47 0.47 0.08 0.49 0.00 0.06 0.31 0.31 0.20 0.20 0.20 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 0 47 1545 1205 128 1585 Grp Volume(v), veh/h 41 1512 170 115 1209 0 0 0 101 24 0 21 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1777 1585 0 0 1592 1333 0 1585 Q Serve(g_s), s 2.0 35.5 5.8 5.7 23.8 0.0 0.0 0.0 4.2 1.1 0.0 1.0 Cycle Q Clear(g_c), s 2.0 35.5 5.8 5.7 23.8 0.0 0.0 0.0 4.2 1.2 0.0 1.0 Prop In Lane 1.00 1.00 1.00 1.00 0.00 0.97 0.92 1.00 Lane Grp Cap(c), veh/h 101 1662 741 137 1733 773 0 0 487 343 0 317 V/C Ratio(X) 0.41 0.91 0.23 0.84 0.70 0.00 0.00 0.00 0.21 0.07 0.00 0.07 Avail Cap(c_a), veh/h 101 1662 741 137 1733 773 0 0 487 343 0 317 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.0 22.2 14.3 41.0 17.9 0.0 0.0 0.0 23.2 29.3 0.0 29.2 Incr Delay (d2), s/veh 11.7 8.9 0.7 43.6 2.4 0.0 0.0 0.0 1.0 0.4 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 15.8 2.1 4.1 9.7 0.0 0.0 0.0 1.7 0.5 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.7 31.1 15.0 84.6 20.2 0.0 0.0 0.0 24.1 29.7 0.0 29.6 LnGrp LOS D C B F C A A A C C A C Approach Vol, veh/h 1723 1324 101 45 Approach Delay, s/veh 30.0 25.8 24.1 29.6 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s9.6 48.4 32.0 11.4 46.6 9.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 43.9 27.5 6.9 42.1 5.0 18.0 Max Q Clear Time (g_c+I1), s4.0 25.8 6.2 7.7 37.5 0.0 3.2 Green Ext Time (p_c), s 0.0 8.7 0.5 0.0 3.7 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 28.1 HCM 6th LOS C B-103 HCM 6th Signalized Intersection Summary 36: Western Avenue & Toscanni Drive 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 30 190 53 7 39 128 1137 65 41 1219 41 Future Volume (veh/h) 30 30 190 53 7 39 128 1137 65 41 1219 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 33 33 207 58 8 42 139 1236 71 45 1325 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 87 71 314 231 47 127 191 1701 759 127 1574 702 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.11 0.48 0.48 0.07 0.44 0.44 Sat Flow, veh/h 113 276 1219 591 184 493 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 273 0 0 108 0 0 139 1236 71 45 1325 45 Grp Sat Flow(s),veh/h/ln1608 0 0 1268 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 3.1 0.0 0.0 0.0 0.0 0.0 5.3 19.5 1.7 1.7 23.2 1.1 Cycle Q Clear(g_c), s 10.5 0.0 0.0 4.5 0.0 0.0 5.3 19.5 1.7 1.7 23.2 1.1 Prop In Lane 0.12 0.76 0.54 0.39 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 471 0 0 405 0 0 191 1701 759 127 1574 702 V/C Ratio(X) 0.58 0.00 0.00 0.27 0.00 0.00 0.73 0.73 0.09 0.35 0.84 0.06 Avail Cap(c_a), veh/h 471 0 0 405 0 0 191 1701 759 127 1574 702 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.2 0.0 0.0 20.8 0.0 0.0 30.3 14.6 10.0 31.0 17.3 11.2 Incr Delay (d2), s/veh 5.1 0.0 0.0 1.6 0.0 0.0 21.5 2.8 0.2 7.5 5.6 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.5 0.0 0.0 1.5 0.0 0.0 3.3 7.5 0.6 1.0 9.6 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.3 0.0 0.0 22.4 0.0 0.0 51.8 17.3 10.2 38.5 23.0 11.4 LnGrp LOS C A A C A A D B B D C B Approach Vol, veh/h 273 108 1446 1415 Approach Delay, s/veh 28.3 22.4 20.3 23.1 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s9.5 38.0 22.5 12.0 35.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 33.5 18.0 7.5 31.0 18.0 Max Q Clear Time (g_c+I1), s3.7 21.5 12.5 7.3 25.2 6.5 Green Ext Time (p_c), s 0.0 7.0 0.8 0.0 4.1 0.4 Intersection Summary HCM 6th Ctrl Delay 22.3 HCM 6th LOS C B-104 HCM 6th Signalized Intersection Summary 40: Western Avenue & Delasonde Drive/Westmont Drive 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 61 100 67 279 83 152 90 883 257 174 994 48 Future Volume (veh/h) 61 100 67 279 83 152 90 883 257 174 994 48 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 66 109 73 303 90 165 98 960 279 189 1080 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 406 209 140 327 611 518 119 1062 474 210 1244 555 Arrive On Green 0.06 0.20 0.20 0.18 0.33 0.33 0.07 0.30 0.30 0.12 0.35 0.35 Sat Flow, veh/h 1781 1045 700 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 66 0 182 303 90 165 98 960 279 189 1080 52 Grp Sat Flow(s),veh/h/ln1781 0 1744 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 2.6 0.0 8.4 15.1 3.1 7.0 4.9 23.4 13.5 9.4 25.5 2.0 Cycle Q Clear(g_c), s 2.6 0.0 8.4 15.1 3.1 7.0 4.9 23.4 13.5 9.4 25.5 2.0 Prop In Lane 1.00 0.40 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 406 0 349 327 611 518 119 1062 474 210 1244 555 V/C Ratio(X) 0.16 0.00 0.52 0.93 0.15 0.32 0.83 0.90 0.59 0.90 0.87 0.09 Avail Cap(c_a), veh/h 406 0 349 327 611 518 119 1062 474 210 1244 555 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.8 0.0 32.2 36.2 21.4 22.8 41.5 30.3 26.8 39.2 27.3 19.7 Incr Delay (d2), s/veh 0.9 0.0 5.5 34.4 0.5 1.6 45.4 12.4 5.3 40.7 8.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 0.0 4.0 9.5 1.4 2.8 3.6 11.5 5.6 6.4 11.8 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.7 0.0 37.6 70.6 21.9 24.4 86.9 42.7 32.1 79.9 35.7 20.0 LnGrp LOS C A D E C C F D C E D B Approach Vol, veh/h 248 558 1337 1321 Approach Delay, s/veh 34.7 49.1 43.7 41.4 Approach LOS C D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s15.1 31.4 21.0 22.5 10.5 36.0 9.6 33.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s10.6 26.9 16.5 18.0 6.0 31.5 5.1 29.4 Max Q Clear Time (g_c+I1), s11.4 25.4 17.1 10.4 6.9 27.5 4.6 9.0 Green Ext Time (p_c), s 0.0 1.1 0.0 0.5 0.0 2.6 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 43.1 HCM 6th LOS D B-105 HCM 6th Signalized Intersection Summary 43: Western Avenue & Ave Aprenda 06/30/2020 RPV Western Ave 06/29/2020 Proposed Project 2019 PM Synchro 10 Report NS Page 14 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 274 98 86 1076 1229 99 Future Volume (veh/h) 274 98 86 1076 1229 99 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1870 1870 1870 1870 Adj Flow Rate, veh/h 298 107 93 1170 1336 108 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 2 2 2 Cap, veh/h 360 129 230 2050 2050 914 Arrive On Green 0.28 0.28 0.58 0.58 0.58 0.58 Sat Flow, veh/h 1266 455 369 3647 3647 1585 Grp Volume(v), veh/h 406 0 93 1170 1336 108 Grp Sat Flow(s),veh/h/ln1725 0 369 1777 1777 1585 Q Serve(g_s), s 14.3 0.0 14.8 13.5 16.6 2.0 Cycle Q Clear(g_c), s 14.3 0.0 31.4 13.5 16.6 2.0 Prop In Lane 0.73 0.26 1.00 1.00 Lane Grp Cap(c), veh/h 491 0 230 2050 2050 914 V/C Ratio(X) 0.83 0.00 0.40 0.57 0.65 0.12 Avail Cap(c_a), veh/h 491 0 230 2050 2050 914 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.8 0.0 20.0 8.7 9.3 6.2 Incr Delay (d2), s/veh 14.7 0.0 5.2 1.2 1.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.3 0.0 1.5 4.5 5.5 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.5 0.0 25.2 9.8 10.9 6.5 LnGrp LOS D A C A B A Approach Vol, veh/h 406 1263 1444 Approach Delay, s/veh 36.5 11.0 10.6 Approach LOS D B B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 42.0 23.0 42.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 37.5 18.5 37.5 Max Q Clear Time (g_c+I1), s 33.4 16.3 18.6 Green Ext Time (p_c), s 3.0 0.3 10.3 Intersection Summary HCM 6th Ctrl Delay 14.1 HCM 6th LOS B B-106 B-107 HCM 6th Signalized Intersection Summary 2: Western Avenue & Morse Dr/19th Street 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 95 25 12 201 50 221 15 832 117 150 1057 40 Future Volume (veh/h) 95 25 12 201 50 221 15 832 117 150 1057 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 103 27 13 218 54 240 16 904 127 163 1149 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 423 358 172 508 561 476 275 1721 242 321 1921 72 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 1085 1193 574 1367 1870 1585 470 3129 439 547 3493 131 Grp Volume(v), veh/h 103 0 40 218 54 240 16 513 518 163 584 608 Grp Sat Flow(s),veh/h/ln 1085 0 1767 1367 1870 1585 470 1777 1791 547 1777 1847 Q Serve(g_s), s 4.5 0.0 1.0 8.2 1.2 7.5 1.4 11.0 11.0 16.1 13.2 13.2 Cycle Q Clear(g_c), s 5.8 0.0 1.0 9.1 1.2 7.5 14.7 11.0 11.0 27.1 13.2 13.2 Prop In Lane 1.00 0.32 1.00 1.00 1.00 0.25 1.00 0.07 Lane Grp Cap(c), veh/h 423 0 530 508 561 476 275 977 985 321 977 1016 V/C Ratio(X) 0.24 0.00 0.08 0.43 0.10 0.50 0.06 0.53 0.53 0.51 0.60 0.60 Avail Cap(c_a), veh/h 423 0 530 508 561 476 275 977 985 321 977 1016 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.2 0.0 15.0 18.3 15.1 17.3 14.0 8.5 8.5 17.1 9.1 9.1 Incr Delay (d2), s/veh 1.4 0.0 0.3 2.6 0.3 3.8 0.4 2.0 2.0 5.6 2.7 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 0.4 2.7 0.5 3.0 0.2 3.9 3.9 2.3 4.7 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.6 0.0 15.3 20.9 15.5 21.1 14.4 10.6 10.5 22.8 11.7 11.7 LnGrp LOS B A B C B C B B B C B B Approach Vol, veh/h 143 512 1047 1355 Approach Delay, s/veh 17.7 20.4 10.6 13.0 Approach LOS B C B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 37.5 22.5 37.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 16.7 7.8 29.1 11.1 Green Ext Time (p_c), s 6.5 0.4 2.9 1.1 Intersection Summary HCM 6th Ctrl Delay 13.7 HCM 6th LOS B B-108 HCM 6th TWSC 8: Western Avenue & Dodson Avenue 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 2 Intersection Int Delay, s/veh 1.3 Movement SBL SBR SEL SET NWT NWR Lane Configurations Traffic Vol, veh/h 19 16 28 1230 1118 48 Future Vol, veh/h 19 16 28 1230 1118 48 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 0 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 21 18 31 1350 1227 53 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1991 640 1280 0 - 0 Stage 1 1254 - - - - - Stage 2 737 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 53 418 538 - - - Stage 1 232 - - - - - Stage 2 434 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 50 418 538 - - - Mov Cap-2 Maneuver 50 - - - - - Stage 1 219 - - - - - Stage 2 434 - - - - - Approach SB SE NW HCM Control Delay, s 79.8 0.3 0 HCM LOS F Minor Lane/Major Mvmt NWT NWR SEL SET SBLn1 Capacity (veh/h)- - 538 - 84 HCM Lane V/C Ratio - - 0.057 - 0.457 HCM Control Delay (s) - - 12.1 - 79.8 HCM Lane LOS - - B - F HCM 95th %tile Q(veh) - - 0.2 - 1.9 B-109 HCM 6th Signalized Intersection Summary 10: Western Avenue & 9th Street 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 16 92 163 136 167 63 240 809 87 64 976 20 Future Volume (veh/h) 16 92 163 136 167 63 240 809 87 64 976 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 100 177 148 182 68 261 879 95 70 1061 22 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 363 400 357 344 423 359 292 1334 144 131 1148 24 Arrive On Green 0.06 0.22 0.22 0.06 0.23 0.23 0.16 0.41 0.41 0.07 0.32 0.32 Sat Flow, veh/h 1781 1777 1585 1781 1870 1585 1781 3235 350 1781 3560 74 Grp Volume(v), veh/h 17 100 177 148 182 68 261 483 491 70 530 553 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1870 1585 1781 1777 1807 1781 1777 1857 Q Serve(g_s), s 0.5 3.7 7.8 5.1 6.7 2.8 11.5 17.5 17.5 3.0 23.0 23.0 Cycle Q Clear(g_c), s 0.5 3.7 7.8 5.1 6.7 2.8 11.5 17.5 17.5 3.0 23.0 23.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.04 Lane Grp Cap(c), veh/h 363 400 357 344 423 359 292 733 746 131 573 599 V/C Ratio(X) 0.05 0.25 0.50 0.43 0.43 0.19 0.89 0.66 0.66 0.53 0.92 0.92 Avail Cap(c_a), veh/h 363 400 357 344 423 359 292 733 746 131 573 599 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.8 25.5 27.0 22.6 26.5 25.0 32.8 19.0 19.0 35.7 26.2 26.2 Incr Delay (d2), s/veh 0.2 1.5 4.9 3.9 3.2 1.2 31.5 4.6 4.5 14.6 22.9 22.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.7 3.3 2.5 3.3 1.1 7.3 7.7 7.8 1.8 12.8 13.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.0 27.0 31.9 26.5 29.7 26.2 64.3 23.6 23.5 50.3 49.0 48.3 LnGrp LOS C C C C C C E C C D D D Approach Vol, veh/h 294 398 1235 1153 Approach Delay, s/veh 29.6 27.9 32.1 48.8 Approach LOS C C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.4 37.5 9.6 22.5 17.6 30.3 9.5 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.9 33.0 5.1 18.0 13.1 25.8 5.0 18.1 Max Q Clear Time (g_c+I1), s 5.0 19.5 7.1 9.8 13.5 25.0 2.5 8.7 Green Ext Time (p_c), s 0.0 5.4 0.0 1.0 0.0 0.5 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 37.6 HCM 6th LOS D B-110 HCM 6th Signalized Intersection Summary 13: Bynner Drive & Western Avenue 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 4 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 14 872 2 56 1027 14 14 8 8 1 3 23 Future Volume (veh/h) 14 872 2 56 1027 14 14 8 8 1 3 23 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 948 2 61 1116 15 15 9 9 1 3 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 244 1637 3 295 1616 22 331 198 159 78 79 516 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow, veh/h 498 3638 8 590 3590 48 612 535 430 9 214 1393 Grp Volume(v), veh/h 15 463 487 61 552 579 33 0 0 29 0 0 Grp Sat Flow(s),veh/h/ln 498 1777 1869 590 1777 1862 1577 0 0 1616 0 0 Q Serve(g_s), s 1.2 9.7 9.7 4.3 12.4 12.4 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 13.6 9.7 9.7 14.0 12.4 12.4 0.6 0.0 0.0 0.6 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.03 0.45 0.27 0.03 0.86 Lane Grp Cap(c), veh/h 244 800 841 295 800 838 688 0 0 673 0 0 V/C Ratio(X) 0.06 0.58 0.58 0.21 0.69 0.69 0.05 0.00 0.00 0.04 0.00 0.00 Avail Cap(c_a), veh/h 244 800 841 295 800 838 688 0 0 673 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 16.4 10.2 10.2 15.4 11.0 11.0 10.1 0.0 0.0 10.1 0.0 0.0 Incr Delay (d2), s/veh 0.5 3.0 2.9 1.6 4.9 4.6 0.1 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 3.6 3.8 0.6 4.9 5.1 0.2 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.9 13.3 13.1 17.0 15.8 15.6 10.2 0.0 0.0 10.2 0.0 0.0 LnGrp LOS B B B B B B B A A B A A Approach Vol, veh/h 965 1192 33 29 Approach Delay, s/veh 13.3 15.8 10.2 10.2 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 23.0 27.0 23.0 27.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 22.5 18.5 22.5 Max Q Clear Time (g_c+I1), s 2.6 15.6 2.6 16.0 Green Ext Time (p_c), s 0.1 3.4 0.1 4.0 Intersection Summary HCM 6th Ctrl Delay 14.5 HCM 6th LOS B B-111 HCM 6th Signalized Intersection Summary 16: Western Avenue & Wemouth Pl/Weymouth Ave 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 109 35 24 4 16 554 5 908 10 301 1070 41 Future Volume (veh/h) 109 35 24 4 16 554 5 908 10 301 1070 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 118 38 26 4 17 602 5 987 11 327 1163 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 341 95 524 144 526 524 251 1719 19 163 1760 68 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.09 0.50 0.50 Sat Flow, veh/h 681 286 1585 198 1593 1585 463 5206 58 1781 3488 135 Grp Volume(v), veh/h 156 0 26 21 0 602 5 645 353 327 592 616 Grp Sat Flow(s),veh/h/ln 968 0 1585 1792 0 1585 463 1702 1860 1781 1777 1846 Q Serve(g_s), s 5.9 0.0 0.6 0.0 0.0 18.0 0.4 8.5 8.5 5.0 13.5 13.5 Cycle Q Clear(g_c), s 6.5 0.0 0.6 0.4 0.0 18.0 4.5 8.5 8.5 5.0 13.5 13.5 Prop In Lane 0.76 1.00 0.19 1.00 1.00 0.03 1.00 0.07 Lane Grp Cap(c), veh/h 436 0 524 670 0 524 251 1124 614 163 897 932 V/C Ratio(X) 0.36 0.00 0.05 0.03 0.00 1.15 0.02 0.57 0.57 2.00 0.66 0.66 Avail Cap(c_a), veh/h 436 0 524 670 0 524 251 1124 614 163 897 932 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.2 0.0 12.4 12.4 0.0 18.3 15.2 15.1 15.1 24.8 10.0 10.0 Incr Delay (d2), s/veh 2.3 0.0 0.2 0.1 0.0 87.8 0.1 2.1 3.9 471.5 3.8 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 0.0 0.2 0.2 0.0 18.4 0.1 3.2 3.8 23.4 5.0 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.5 0.0 12.6 12.4 0.0 106.0 15.4 17.2 19.0 496.2 13.8 13.7 LnGrp LOS B A B B A F B B B F B B Approach Vol, veh/h 182 623 1003 1535 Approach Delay, s/veh 15.9 102.8 17.8 116.6 Approach LOS B F B F Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s9.5 22.5 22.5 32.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s7.0 10.5 8.5 15.5 20.0 Green Ext Time (p_c), s 0.0 3.8 0.8 1.7 0.0 Intersection Summary HCM 6th Ctrl Delay 78.9 HCM 6th LOS E B-112 HCM 6th Signalized Intersection Summary 19: Western Avenue & 1st Street 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 231 18 393 150 168 10 1068 457 146 1011 57 Future Volume (veh/h) 70 231 18 393 150 168 10 1068 457 146 1011 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 76 251 20 427 163 183 11 1161 497 159 1099 62 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 515 684 54 489 748 634 216 1421 634 193 1368 77 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1035 1710 136 1108 1870 1585 484 3554 1585 300 3420 193 Grp Volume(v), veh/h 76 0 271 427 163 183 11 1161 497 159 571 590 Grp Sat Flow(s),veh/h/ln1035 0 1846 1108 1870 1585 484 1777 1585 300 1777 1836 Q Serve(g_s), s 2.3 0.0 4.6 13.4 2.6 3.5 0.9 13.1 12.3 4.9 12.8 12.8 Cycle Q Clear(g_c), s 4.9 0.0 4.6 18.0 2.6 3.5 13.7 13.1 12.3 18.0 12.8 12.8 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 515 0 738 489 748 634 216 1421 634 193 711 734 V/C Ratio(X) 0.15 0.00 0.37 0.87 0.22 0.29 0.05 0.82 0.78 0.83 0.80 0.80 Avail Cap(c_a), veh/h 515 0 738 489 748 634 216 1421 634 193 711 734 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.5 0.0 9.5 17.4 8.9 9.2 18.0 12.0 11.8 22.0 11.9 11.9 Incr Delay (d2), s/veh 0.6 0.0 1.4 19.0 0.7 1.1 0.4 5.3 9.4 31.5 9.3 9.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.0 1.7 6.7 1.0 1.2 0.1 5.0 5.0 3.2 5.7 5.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.1 0.0 10.9 36.4 9.5 10.3 18.5 17.3 21.2 53.5 21.3 21.0 LnGrp LOS B A B D A B B B C D C C Approach Vol, veh/h 347 773 1669 1320 Approach Delay, s/veh 10.9 24.6 18.5 25.1 Approach LOS B C B C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 15.7 6.9 20.0 20.0 Green Ext Time (p_c), s 1.8 1.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 21.1 HCM 6th LOS C B-113 HCM 6th Signalized Intersection Summary 22: Western Avenue & Park Western Drive 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 9 2 155 0 116 24 1366 239 109 1090 1 Future Volume (veh/h) 1 9 2 155 0 116 24 1366 239 109 1090 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1 10 2 168 0 126 26 1485 260 118 1185 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 52 296 55 363 0 317 342 2123 365 191 2551 2 Arrive On Green 0.20 0.20 0.20 0.20 0.00 0.20 0.70 0.70 0.70 0.70 0.70 0.70 Sat Flow, veh/h 43 1481 277 1413 0 1585 472 3032 521 276 3644 3 Grp Volume(v), veh/h 13 0 0 168 0 126 26 859 886 118 578 608 Grp Sat Flow(s),veh/h/ln1800 0 0 1413 0 1585 472 1777 1777 276 1777 1870 Q Serve(g_s), s 0.0 0.0 0.0 9.1 0.0 6.2 2.3 25.2 26.9 36.1 13.0 13.0 Cycle Q Clear(g_c), s 0.5 0.0 0.0 9.6 0.0 6.2 15.3 25.2 26.9 63.0 13.0 13.0 Prop In Lane 0.08 0.15 1.00 1.00 1.00 0.29 1.00 0.00 Lane Grp Cap(c), veh/h 403 0 0 363 0 317 342 1244 1244 191 1244 1309 V/C Ratio(X) 0.03 0.00 0.00 0.46 0.00 0.40 0.08 0.69 0.71 0.62 0.46 0.46 Avail Cap(c_a), veh/h 403 0 0 363 0 317 342 1244 1244 191 1244 1309 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 0.0 0.0 32.6 0.0 31.3 9.4 7.8 8.1 28.0 6.0 6.0 Incr Delay (d2), s/veh 0.1 0.0 0.0 4.2 0.0 3.7 0.4 3.2 3.5 14.1 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.0 0.0 3.7 0.0 2.7 0.3 8.7 9.4 3.2 4.4 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.2 0.0 0.0 36.8 0.0 35.0 9.8 11.0 11.6 42.2 7.3 7.2 LnGrp LOS C A A D A C A B B D A A Approach Vol, veh/h 13 294 1771 1304 Approach Delay, s/veh 29.2 36.0 11.3 10.4 Approach LOS C D B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 67.5 22.5 67.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 63.0 18.0 63.0 18.0 Max Q Clear Time (g_c+I1), s 28.9 2.5 65.0 11.6 Green Ext Time (p_c), s 19.4 0.0 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 13.1 HCM 6th LOS B B-114 HCM 6th TWSC 26: Western Avenue & Santa Cruz Street 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 8 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 1 57 1 0 4 68 1233 1 3 1172 16 Future Vol, veh/h 5 1 57 1 0 4 68 1233 1 3 1172 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 1 62 1 0 4 74 1340 1 3 1274 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2107 2778 646 2133 2786 671 1291 0 0 1341 0 0 Stage 1 1289 1289 - 1489 1489 - - - - - - - Stage 2 818 1489 - 644 1297 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 29 19 414 28 18 399 533 - - 510 - - Stage 1 173 232 - 130 186 - - - - - - - Stage 2 336 186 - 428 230 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 26 16 414 20 15 399 533 - - 510 - - Mov Cap-2 Maneuver 26 16 - 20 15 - - - - - - - Stage 1 149 231 - 112 160 - - - - - - - Stage 2 286 160 - 360 229 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 43 51.4 0.7 0 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)533 - - 161 83 510 - - HCM Lane V/C Ratio 0.139 - - 0.425 0.065 0.006 - - HCM Control Delay (s) 12.8 - - 43 51.4 12.1 - - HCM Lane LOS B - - E F B - - HCM 95th %tile Q(veh) 0.5 - - 1.9 0.2 0 - - B-115 HCM 6th Signalized Intersection Summary 27: Western Avenue & Crestwood Street 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 158 30 112 62 21 37 82 1412 128 11 1118 144 Future Volume (veh/h) 158 30 112 62 21 37 82 1412 128 11 1118 144 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 172 33 122 67 23 40 89 1535 139 12 1215 157 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 312 68 172 287 106 134 226 1814 163 165 1741 224 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 736 226 572 655 353 448 396 3298 296 296 3166 408 Grp Volume(v), veh/h 327 0 0 130 0 0 89 821 853 12 680 692 Grp Sat Flow(s),veh/h/ln 1534 0 0 1455 0 0 396 1777 1817 296 1777 1797 Q Serve(g_s), s 7.3 0.0 0.0 0.0 0.0 0.0 12.7 23.2 23.9 2.2 16.7 16.9 Cycle Q Clear(g_c), s 11.0 0.0 0.0 3.7 0.0 0.0 29.7 23.2 23.9 26.0 16.7 16.9 Prop In Lane 0.53 0.37 0.52 0.31 1.00 0.16 1.00 0.23 Lane Grp Cap(c), veh/h 552 0 0 527 0 0 226 977 999 165 977 988 V/C Ratio(X) 0.59 0.00 0.00 0.25 0.00 0.00 0.39 0.84 0.85 0.07 0.70 0.70 Avail Cap(c_a), veh/h 552 0 0 527 0 0 226 977 999 165 977 988 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.3 0.0 0.0 15.9 0.0 0.0 20.7 11.3 11.4 22.5 9.8 9.9 Incr Delay (d2), s/veh 4.6 0.0 0.0 1.1 0.0 0.0 5.1 8.7 9.2 0.9 4.1 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 0.0 0.0 1.4 0.0 0.0 1.4 9.4 9.9 0.2 6.2 6.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.9 0.0 0.0 17.0 0.0 0.0 25.8 20.0 20.6 23.3 13.9 14.0 LnGrp LOS C A A B A A C B C C B B Approach Vol, veh/h 327 130 1763 1384 Approach Delay, s/veh 22.9 17.0 20.6 14.1 Approach LOS C B C B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 37.5 22.5 37.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 31.7 13.0 28.0 5.7 Green Ext Time (p_c), s 1.2 0.9 3.6 0.5 Intersection Summary HCM 6th Ctrl Delay 18.2 HCM 6th LOS B B-116 HCM 6th Signalized Intersection Summary 31: Western Avenue & Trudie Drive/Capitol Drive 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 127 99 15 193 65 222 8 1212 213 152 1013 113 Future Volume (veh/h) 127 99 15 193 65 222 8 1212 213 152 1013 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 138 108 16 210 71 241 9 1317 232 165 1101 123 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 209 137 18 334 433 367 114 1478 258 198 1728 193 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.06 0.49 0.49 0.11 0.54 0.54 Sat Flow, veh/h 608 593 78 1267 1870 1585 1781 3025 527 1781 3223 360 Grp Volume(v), veh/h 262 0 0 210 71 241 9 768 781 165 606 618 Grp Sat Flow(s),veh/h/ln1279 0 0 1267 1870 1585 1781 1777 1775 1781 1777 1806 Q Serve(g_s), s 13.5 0.0 0.0 0.0 2.4 11.0 0.4 31.1 32.1 7.3 19.2 19.3 Cycle Q Clear(g_c), s 16.0 0.0 0.0 15.9 2.4 11.0 0.4 31.1 32.1 7.3 19.2 19.3 Prop In Lane 0.53 0.06 1.00 1.00 1.00 0.30 1.00 0.20 Lane Grp Cap(c), veh/h 365 0 0 334 433 367 114 868 868 198 953 968 V/C Ratio(X) 0.72 0.00 0.00 0.63 0.16 0.66 0.08 0.88 0.90 0.83 0.64 0.64 Avail Cap(c_a), veh/h 365 0 0 334 433 367 114 868 868 198 953 968 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.0 0.0 0.0 29.8 24.6 27.9 35.2 18.4 18.7 34.8 13.1 13.1 Incr Delay (d2), s/veh 11.6 0.0 0.0 8.7 0.8 8.9 1.4 12.7 14.2 31.8 3.2 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.9 0.0 0.0 4.6 1.1 4.9 0.2 14.5 15.2 4.8 7.7 7.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.6 0.0 0.0 38.4 25.4 36.8 36.6 31.1 32.9 66.6 16.3 16.3 LnGrp LOS D A A D C D D C C E B B Approach Vol, veh/h 262 522 1558 1389 Approach Delay, s/veh 41.6 35.9 32.0 22.3 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s13.4 43.6 23.0 9.6 47.4 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s8.9 39.1 18.5 5.1 42.9 18.5 Max Q Clear Time (g_c+I1), s9.3 34.1 18.0 2.4 21.3 17.9 Green Ext Time (p_c), s 0.0 3.9 0.1 0.0 9.0 0.2 Intersection Summary HCM 6th Ctrl Delay 29.6 HCM 6th LOS C B-117 HCM 6th Signalized Intersection Summary 34: Caddington Drive & Western Avenue 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 11 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 28 1236 64 41 1367 0 150 3 91 13 0 21 Future Volume (veh/h) 28 1236 64 41 1367 0 150 3 91 13 0 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 1343 70 45 1486 0 163 3 99 14 0 23 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 111 1456 76 114 1510 0 0 16 531 381 0 357 Arrive On Green 0.06 0.42 0.42 0.06 0.43 0.00 0.06 0.34 0.34 0.22 0.00 0.22 Sat Flow, veh/h 1781 3436 179 1781 3647 0 0 47 1545 1293 0 1585 Grp Volume(v), veh/h 30 693 720 45 1486 0 0 0 102 14 0 23 Grp Sat Flow(s),veh/h/ln1781 1777 1838 1781 1777 0 0 0 1592 1293 0 1585 Q Serve(g_s), s 1.3 29.5 29.7 1.9 33.1 0.0 0.0 0.0 3.6 0.7 0.0 0.9 Cycle Q Clear(g_c), s 1.3 29.5 29.7 1.9 33.1 0.0 0.0 0.0 3.6 0.7 0.0 0.9 Prop In Lane 1.00 0.10 1.00 0.00 0.00 0.97 1.00 1.00 Lane Grp Cap(c), veh/h 111 753 779 114 1510 0 0 0 547 381 0 357 V/C Ratio(X) 0.27 0.92 0.92 0.40 0.98 0.00 0.00 0.00 0.19 0.04 0.00 0.06 Avail Cap(c_a), veh/h 111 753 779 114 1510 0 0 0 547 381 0 357 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.8 21.8 21.8 36.0 22.7 0.0 0.0 0.0 18.4 24.3 0.0 24.4 Incr Delay (d2), s/veh 5.9 18.3 18.3 10.0 19.6 0.0 0.0 0.0 0.8 0.2 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 15.1 15.7 1.1 16.7 0.0 0.0 0.0 1.4 0.2 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.6 40.1 40.1 46.0 42.4 0.0 0.0 0.0 19.2 24.5 0.0 24.7 LnGrp LOS D D D D D A A A B C A C Approach Vol, veh/h 1443 1531 102 37 Approach Delay, s/veh 40.2 42.5 19.2 24.6 Approach LOS D D B C Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s9.5 38.5 32.0 9.6 38.4 9.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 34.0 27.5 5.1 33.9 5.0 18.0 Max Q Clear Time (g_c+I1), s3.3 35.1 5.6 3.9 31.7 0.0 2.9 Green Ext Time (p_c), s 0.0 0.0 0.5 0.0 1.7 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 40.4 HCM 6th LOS D B-118 HCM 6th Signalized Intersection Summary 36: Western Avenue & Toscanni Drive 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 68 25 256 64 31 67 162 1273 42 28 964 25 Future Volume (veh/h) 68 25 256 64 31 67 162 1273 42 28 964 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 74 27 278 70 34 73 176 1384 46 30 1048 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 131 54 327 189 102 150 216 1528 51 140 1389 36 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.12 0.44 0.44 0.08 0.39 0.39 Sat Flow, veh/h 233 193 1174 400 365 537 1781 3510 117 1781 3540 91 Grp Volume(v), veh/h 379 0 0 177 0 0 176 700 730 30 526 549 Grp Sat Flow(s),veh/h/ln1601 0 0 1303 0 0 1781 1777 1849 1781 1777 1854 Q Serve(g_s), s 7.7 0.0 0.0 0.0 0.0 0.0 6.3 23.8 23.9 1.0 16.6 16.6 Cycle Q Clear(g_c), s 14.3 0.0 0.0 6.6 0.0 0.0 6.3 23.8 23.9 1.0 16.6 16.6 Prop In Lane 0.20 0.73 0.40 0.41 1.00 0.06 1.00 0.05 Lane Grp Cap(c), veh/h 512 0 0 440 0 0 216 774 805 140 697 727 V/C Ratio(X) 0.74 0.00 0.00 0.40 0.00 0.00 0.81 0.90 0.91 0.21 0.75 0.75 Avail Cap(c_a), veh/h 512 0 0 440 0 0 216 774 805 140 697 727 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.9 0.0 0.0 19.0 0.0 0.0 27.8 17.1 17.1 28.1 17.0 17.1 Incr Delay (d2), s/veh 9.3 0.0 0.0 2.7 0.0 0.0 27.3 16.1 15.8 3.5 7.4 7.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.3 0.0 0.0 2.4 0.0 0.0 4.2 11.9 12.3 0.6 7.5 7.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.2 0.0 0.0 21.8 0.0 0.0 55.1 33.2 32.9 31.6 24.5 24.2 LnGrp LOS C A A C A A E C C C C C Approach Vol, veh/h 379 177 1606 1105 Approach Delay, s/veh 31.2 21.8 35.5 24.5 Approach LOS C C D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s9.6 32.8 22.6 12.4 30.0 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 28.3 18.1 7.9 25.5 18.1 Max Q Clear Time (g_c+I1), s3.0 25.9 16.3 8.3 18.6 8.6 Green Ext Time (p_c), s 0.0 1.8 0.4 0.0 3.7 0.7 Intersection Summary HCM 6th Ctrl Delay 30.5 HCM 6th LOS C B-119 HCM 6th Signalized Intersection Summary 40: Western Avenue & Delasonde Drive/Westmont Drive 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 105 108 201 152 249 108 1116 175 129 734 51 Future Volume (veh/h) 121 105 108 201 152 249 108 1116 175 129 734 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 132 114 117 218 165 271 117 1213 190 140 798 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 387 169 174 232 478 405 245 1178 183 156 1121 77 Arrive On Green 0.07 0.20 0.20 0.13 0.26 0.26 0.14 0.38 0.38 0.09 0.33 0.33 Sat Flow, veh/h 1781 846 868 1781 1870 1585 1781 3081 480 1781 3373 232 Grp Volume(v), veh/h 132 0 231 218 165 271 117 697 706 140 420 433 Grp Sat Flow(s),veh/h/ln1781 0 1714 1781 1870 1585 1781 1777 1784 1781 1777 1829 Q Serve(g_s), s 5.2 0.0 11.2 10.9 6.5 13.8 5.5 34.4 34.4 7.0 18.6 18.6 Cycle Q Clear(g_c), s 5.2 0.0 11.2 10.9 6.5 13.8 5.5 34.4 34.4 7.0 18.6 18.6 Prop In Lane 1.00 0.51 1.00 1.00 1.00 0.27 1.00 0.13 Lane Grp Cap(c), veh/h 387 0 343 232 478 405 245 679 682 156 590 607 V/C Ratio(X) 0.34 0.00 0.67 0.94 0.35 0.67 0.48 1.03 1.04 0.90 0.71 0.71 Avail Cap(c_a), veh/h 387 0 343 232 478 405 245 679 682 156 590 607 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 0.0 33.3 38.8 27.4 30.1 35.8 27.8 27.8 40.6 26.3 26.3 Incr Delay (d2), s/veh 2.4 0.0 10.1 45.7 2.0 8.5 6.5 41.4 44.0 48.5 7.1 7.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 0.0 5.5 7.6 3.1 6.1 2.8 21.6 22.2 5.1 8.8 9.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.0 0.0 43.4 84.5 29.3 38.6 42.3 69.2 71.8 89.2 33.4 33.2 LnGrp LOS C A D F C D D F F F C C Approach Vol, veh/h 363 654 1520 993 Approach Delay, s/veh 37.8 51.6 68.3 41.2 Approach LOS D D E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s12.4 38.9 16.2 22.5 16.9 34.4 11.2 27.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s7.9 34.4 11.7 18.0 12.4 29.9 6.7 23.0 Max Q Clear Time (g_c+I1), s9.0 36.4 12.9 13.2 7.5 20.6 7.2 15.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.5 0.1 3.7 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 54.4 HCM 6th LOS D B-120 HCM 6th Signalized Intersection Summary 43: Western Avenue & Ave Aprenda 08/26/2020 RPV Western Ave 06/30/2020 2024 AM Synchro 10 Report NS Page 14 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 343 117 68 1487 824 176 Future Volume (veh/h) 343 117 68 1487 824 176 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1870 1870 1870 1870 Adj Flow Rate, veh/h 373 127 74 1616 896 191 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 2 2 2 Cap, veh/h 397 135 295 1925 1579 336 Arrive On Green 0.31 0.31 0.54 0.54 0.54 0.54 Sat Flow, veh/h 1286 438 519 3647 3008 621 Grp Volume(v), veh/h 501 0 74 1616 546 541 Grp Sat Flow(s),veh/h/ln1727 0 519 1777 1777 1759 Q Serve(g_s), s 17.0 0.0 6.6 22.9 12.2 12.2 Cycle Q Clear(g_c), s 17.0 0.0 18.8 22.9 12.2 12.2 Prop In Lane 0.74 0.25 1.00 0.35 Lane Grp Cap(c), veh/h 533 0 295 1925 962 953 V/C Ratio(X) 0.94 0.00 0.25 0.84 0.57 0.57 Avail Cap(c_a), veh/h 533 0 295 1925 962 953 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.2 0.0 15.3 11.6 9.1 9.1 Incr Delay (d2), s/veh 26.8 0.0 2.0 4.6 2.4 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln10.1 0.0 0.9 8.3 4.4 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.0 0.0 17.4 16.2 11.5 11.6 LnGrp LOS D A B B B B Approach Vol, veh/h 501 1690 1087 Approach Delay, s/veh 47.0 16.2 11.5 Approach LOS D B B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 37.0 23.0 37.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 18.5 32.5 Max Q Clear Time (g_c+I1), s 24.9 19.0 14.2 Green Ext Time (p_c), s 6.1 0.0 7.2 Intersection Summary HCM 6th Ctrl Delay 19.4 HCM 6th LOS B B-121 B-122 HCM 6th Signalized Intersection Summary 2: Western Avenue & Morse Dr/19th Street 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 46 22 110 31 113 15 821 143 221 1030 97 Future Volume (veh/h) 83 46 22 110 31 113 15 821 143 221 1030 97 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 90 50 24 120 34 123 16 892 155 240 1120 105 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 349 269 129 343 421 357 312 2005 348 371 2176 204 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.66 0.66 0.66 0.66 0.66 0.66 Sat Flow, veh/h 1230 1194 573 1326 1870 1585 455 3027 526 539 3284 308 Grp Volume(v), veh/h 90 0 74 120 34 123 16 524 523 240 605 620 Grp Sat Flow(s),veh/h/ln 1230 0 1767 1326 1870 1585 455 1777 1776 539 1777 1815 Q Serve(g_s), s 5.0 0.0 2.7 6.4 1.1 5.2 1.5 11.3 11.3 30.7 14.0 14.0 Cycle Q Clear(g_c), s 6.1 0.0 2.7 9.1 1.1 5.2 15.5 11.3 11.3 42.0 14.0 14.0 Prop In Lane 1.00 0.32 1.00 1.00 1.00 0.30 1.00 0.17 Lane Grp Cap(c), veh/h 349 0 398 343 421 357 312 1177 1176 371 1177 1202 V/C Ratio(X) 0.26 0.00 0.19 0.35 0.08 0.34 0.05 0.44 0.44 0.65 0.51 0.52 Avail Cap(c_a), veh/h 349 0 398 343 421 357 312 1177 1176 371 1177 1202 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.9 0.0 25.1 28.8 24.5 26.0 10.9 6.5 6.5 16.5 6.9 6.9 Incr Delay (d2), s/veh 1.8 0.0 1.0 2.8 0.4 2.6 0.3 1.2 1.2 8.4 1.6 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 1.2 2.3 0.5 2.2 0.2 3.8 3.8 4.2 4.7 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.7 0.0 26.1 31.6 24.8 28.7 11.2 7.7 7.7 25.0 8.5 8.5 LnGrp LOS C A C C C C B A A C A A Approach Vol, veh/h 164 277 1063 1465 Approach Delay, s/veh 27.5 29.5 7.7 11.2 Approach LOS C C A B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 57.5 22.5 57.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 53.0 18.0 53.0 18.0 Max Q Clear Time (g_c+I1), s 17.5 8.1 44.0 11.1 Green Ext Time (p_c), s 8.9 0.4 6.3 0.5 Intersection Summary HCM 6th Ctrl Delay 12.6 HCM 6th LOS B B-123 HCM 6th TWSC 8: Western Avenue & Dodson Avenue 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 2 Intersection Int Delay, s/veh 1.1 Movement SBL SBR SEL SET NWT NWR Lane Configurations Traffic Vol, veh/h 18 7 45 1347 998 66 Future Vol, veh/h 18 7 45 1347 998 66 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 0 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 20 8 49 1464 1085 72 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1951 579 1157 0 - 0 Stage 1 1121 - - - - - Stage 2 830 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 56 458 600 - - - Stage 1 273 - - - - - Stage 2 388 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 51 458 600 - - - Mov Cap-2 Maneuver 51 - - - - - Stage 1 251 - - - - - Stage 2 388 - - - - - Approach SB SE NW HCM Control Delay, s 89.5 0.4 0 HCM LOS F Minor Lane/Major Mvmt NWT NWR SEL SET SBLn1 Capacity (veh/h)- - 600 - 68 HCM Lane V/C Ratio - - 0.082 - 0.4 HCM Control Delay (s) - - 11.5 - 89.5 HCM Lane LOS - - B - F HCM 95th %tile Q(veh) - - 0.3 - 1.5 B-124 HCM 6th Signalized Intersection Summary 10: Western Avenue & 9th Street 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 149 202 120 119 54 126 794 96 88 1048 63 Future Volume (veh/h) 23 149 202 120 119 54 126 794 96 88 1048 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 162 220 130 129 59 137 863 104 96 1139 68 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 405 402 359 305 426 361 189 1257 152 163 1291 77 Arrive On Green 0.06 0.23 0.23 0.06 0.23 0.23 0.11 0.39 0.39 0.09 0.38 0.38 Sat Flow, veh/h 1781 1777 1585 1781 1870 1585 1781 3193 385 1781 3407 203 Grp Volume(v), veh/h 25 162 220 130 129 59 137 480 487 96 594 613 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1870 1585 1781 1777 1801 1781 1777 1834 Q Serve(g_s), s 0.8 6.2 10.0 4.5 4.6 2.4 6.0 18.0 18.0 4.1 24.9 25.0 Cycle Q Clear(g_c), s 0.8 6.2 10.0 4.5 4.6 2.4 6.0 18.0 18.0 4.1 24.9 25.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 0.11 Lane Grp Cap(c), veh/h 405 402 359 305 426 361 189 700 709 163 673 695 V/C Ratio(X) 0.06 0.40 0.61 0.43 0.30 0.16 0.72 0.69 0.69 0.59 0.88 0.88 Avail Cap(c_a), veh/h 405 402 359 305 426 361 189 700 709 163 673 695 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.7 26.3 27.8 22.5 25.6 24.8 34.6 20.1 20.1 34.9 23.2 23.2 Incr Delay (d2), s/veh 0.3 3.0 7.6 4.3 1.8 1.0 21.3 5.4 5.4 14.8 15.5 15.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 2.9 4.4 2.2 2.2 1.0 3.6 8.0 8.1 2.4 12.6 13.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.9 29.3 35.4 26.8 27.5 25.8 55.9 25.6 25.5 49.7 38.7 38.4 LnGrp LOS C C D C C C E C C D D D Approach Vol, veh/h 407 318 1104 1303 Approach Delay, s/veh 32.1 26.9 29.3 39.4 Approach LOS C C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.8 36.0 9.6 22.6 13.0 34.8 9.5 22.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.3 31.5 5.1 18.1 8.5 30.3 5.0 18.2 Max Q Clear Time (g_c+I1), s 6.1 20.0 6.5 12.0 8.0 27.0 2.8 6.6 Green Ext Time (p_c), s 0.0 4.9 0.0 1.2 0.0 2.2 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 33.6 HCM 6th LOS C B-125 HCM 6th Signalized Intersection Summary 13: Bynner Drive & Western Avenue 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 4 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 13 817 5 62 1224 28 16 1 6 0 4 8 Future Volume (veh/h) 13 817 5 62 1224 28 16 1 6 0 4 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 14 888 5 67 1330 30 17 1 7 0 4 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 211 1812 10 341 1776 40 428 41 139 0 172 387 Arrive On Green 0.50 0.50 0.50 0.50 0.50 0.50 0.34 0.34 0.34 0.00 0.34 0.34 Sat Flow, veh/h 400 3623 20 623 3553 80 944 121 414 0 512 1151 Grp Volume(v), veh/h 14 435 458 67 665 695 25 0 0 0 0 13 Grp Sat Flow(s),veh/h/ln 400 1777 1867 623 1777 1856 1479 0 0 0 0 1663 Q Serve(g_s), s 1.6 8.9 8.9 4.4 16.4 16.5 0.0 0.0 0.0 0.0 0.0 0.3 Cycle Q Clear(g_c), s 18.1 8.9 8.9 13.3 16.4 16.5 0.5 0.0 0.0 0.0 0.0 0.3 Prop In Lane 1.00 0.01 1.00 0.04 0.68 0.28 0.00 0.69 Lane Grp Cap(c), veh/h 211 888 933 341 888 928 608 0 0 0 0 559 V/C Ratio(X) 0.07 0.49 0.49 0.20 0.75 0.75 0.04 0.00 0.00 0.00 0.00 0.02 Avail Cap(c_a), veh/h 211 888 933 341 888 928 608 0 0 0 0 559 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 18.2 9.1 9.1 13.5 11.0 11.0 12.3 0.0 0.0 0.0 0.0 12.2 Incr Delay (d2), s/veh 0.6 1.9 1.8 1.3 5.7 5.5 0.1 0.0 0.0 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 3.2 3.3 0.7 6.5 6.7 0.2 0.0 0.0 0.0 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.8 11.0 10.9 14.8 16.7 16.5 12.4 0.0 0.0 0.0 0.0 12.3 LnGrp LOS B B B B B B B A A A A B Approach Vol, veh/h 907 1427 25 13 Approach Delay, s/veh 11.1 16.5 12.4 12.3 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 23.0 32.0 23.0 32.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 27.5 18.5 27.5 Max Q Clear Time (g_c+I1), s 2.3 20.1 2.5 18.5 Green Ext Time (p_c), s 0.0 3.4 0.0 6.0 Intersection Summary HCM 6th Ctrl Delay 14.4 HCM 6th LOS B B-126 HCM 6th Signalized Intersection Summary 16: Western Avenue & Wemouth Pl/Weymouth Ave 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 10 11 4 10 407 10 835 10 338 1297 86 Future Volume (veh/h) 44 10 11 4 10 407 10 835 10 338 1297 86 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 48 11 12 4 11 442 11 908 11 367 1410 93 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 327 65 439 160 396 439 207 1440 17 425 1979 130 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.24 0.58 0.58 Sat Flow, veh/h 820 235 1585 326 1432 1585 349 5200 63 1781 3385 222 Grp Volume(v), veh/h 59 0 12 15 0 442 11 594 325 367 738 765 Grp Sat Flow(s),veh/h/ln1055 0 1585 1757 0 1585 349 1702 1859 1781 1777 1830 Q Serve(g_s), s 2.0 0.0 0.4 0.0 0.0 18.0 1.5 9.9 9.9 12.8 19.2 19.4 Cycle Q Clear(g_c), s 2.5 0.0 0.4 0.4 0.0 18.0 1.5 9.9 9.9 12.8 19.2 19.4 Prop In Lane 0.81 1.00 0.27 1.00 1.00 0.03 1.00 0.12 Lane Grp Cap(c), veh/h 393 0 439 557 0 439 207 943 515 425 1039 1070 V/C Ratio(X) 0.15 0.00 0.03 0.03 0.00 1.01 0.05 0.63 0.63 0.86 0.71 0.71 Avail Cap(c_a), veh/h 393 0 439 557 0 439 207 943 515 425 1039 1070 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 0.0 17.1 17.1 0.0 23.5 17.5 20.6 20.6 23.7 9.6 9.6 Incr Delay (d2), s/veh 0.8 0.0 0.1 0.1 0.0 44.7 0.5 3.2 5.8 20.2 4.1 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 0.0 0.1 0.2 0.0 11.6 0.1 4.1 4.8 7.4 7.0 7.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.6 0.0 17.2 17.2 0.0 68.2 18.0 23.8 26.4 44.0 13.7 13.7 LnGrp LOS B A B B A F B C C D B B Approach Vol, veh/h 71 457 930 1870 Approach Delay, s/veh 18.4 66.5 24.6 19.7 Approach LOS B E C B Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s20.0 22.5 22.5 42.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s15.5 18.0 18.0 38.0 18.0 Max Q Clear Time (g_c+I1), s14.8 11.9 4.5 21.4 20.0 Green Ext Time (p_c), s 0.1 3.0 0.3 9.9 0.0 Intersection Summary HCM 6th Ctrl Delay 27.5 HCM 6th LOS C B-127 HCM 6th Signalized Intersection Summary 19: Western Avenue & 1st Street 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 136 16 356 120 175 27 904 406 229 1278 66 Future Volume (veh/h) 36 136 16 356 120 175 27 904 406 229 1278 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 148 17 387 130 190 29 983 441 249 1389 72 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 536 659 76 576 748 634 160 1421 634 224 1375 71 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1060 1647 189 1221 1870 1585 363 3554 1585 376 3437 178 Grp Volume(v), veh/h 39 0 165 387 130 190 29 983 441 249 716 745 Grp Sat Flow(s),veh/h/ln1060 0 1836 1221 1870 1585 363 1777 1585 376 1777 1838 Q Serve(g_s), s 1.1 0.0 2.7 13.8 2.0 3.7 0.0 10.3 10.4 7.7 18.0 18.0 Cycle Q Clear(g_c), s 3.1 0.0 2.7 16.4 2.0 3.7 18.0 10.3 10.4 18.0 18.0 18.0 Prop In Lane 1.00 0.10 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 536 0 735 576 748 634 160 1421 634 224 711 735 V/C Ratio(X) 0.07 0.00 0.22 0.67 0.17 0.30 0.18 0.69 0.70 1.11 1.01 1.01 Avail Cap(c_a), veh/h 536 0 735 576 748 634 160 1421 634 224 711 735 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.7 0.0 8.9 14.3 8.7 9.2 22.5 11.2 11.2 21.4 13.5 13.5 Incr Delay (d2), s/veh 0.3 0.0 0.7 6.1 0.5 1.2 2.5 2.8 6.2 92.9 35.8 36.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.0 1.0 4.0 0.7 1.2 0.4 3.7 3.9 7.9 12.5 13.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.0 0.0 9.6 20.5 9.2 10.4 25.0 14.0 17.4 114.3 49.3 49.8 LnGrp LOS A A A C A B C B B F F F Approach Vol, veh/h 204 707 1453 1710 Approach Delay, s/veh 9.7 15.7 15.2 59.0 Approach LOS A B B E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 20.0 5.1 20.0 18.4 Green Ext Time (p_c), s 0.0 0.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 33.4 HCM 6th LOS C B-128 HCM 6th Signalized Intersection Summary 22: Western Avenue & Park Western Drive 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 7 8 15 228 13 122 57 1259 145 175 1317 5 Future Volume (veh/h) 7 8 15 228 13 122 57 1259 145 175 1317 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 8 9 16 248 14 133 62 1368 158 190 1432 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 50 56 53 197 7 317 268 2249 258 242 2543 9 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.70 0.70 0.70 0.70 0.70 0.70 Sat Flow, veh/h 0 282 266 593 33 1585 372 3212 369 341 3632 13 Grp Volume(v), veh/h 33 0 0 262 0 133 62 753 773 190 700 737 Grp Sat Flow(s),veh/h/ln 548 0 0 627 0 1585 372 1777 1804 341 1777 1868 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 6.6 8.9 19.8 20.3 42.7 17.6 17.6 Cycle Q Clear(g_c), s 18.0 0.0 0.0 18.0 0.0 6.6 26.5 19.8 20.3 63.0 17.6 17.6 Prop In Lane 0.24 0.48 0.95 1.00 1.00 0.20 1.00 0.01 Lane Grp Cap(c), veh/h 159 0 0 203 0 317 268 1244 1263 242 1244 1308 V/C Ratio(X) 0.21 0.00 0.00 1.29 0.00 0.42 0.23 0.61 0.61 0.78 0.56 0.56 Avail Cap(c_a), veh/h 159 0 0 203 0 317 268 1244 1263 242 1244 1308 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 0.0 39.4 0.0 31.4 13.2 7.0 7.1 26.8 6.7 6.7 Incr Delay (d2), s/veh 2.9 0.0 0.0 161.9 0.0 4.0 2.0 2.2 2.2 22.1 1.8 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 0.0 0.0 13.6 0.0 2.8 0.9 6.8 7.0 5.7 6.0 6.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.1 0.0 0.0 201.3 0.0 35.5 15.3 9.2 9.3 48.8 8.5 8.4 LnGrp LOS C A A F A D B A A D A A Approach Vol, veh/h 33 395 1588 1627 Approach Delay, s/veh 33.1 145.5 9.5 13.2 Approach LOS C F A B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 67.5 22.5 67.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 63.0 18.0 63.0 18.0 Max Q Clear Time (g_c+I1), s 28.5 20.0 65.0 20.0 Green Ext Time (p_c), s 16.9 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 26.1 HCM 6th LOS C B-129 HCM 6th TWSC 26: Western Avenue & Santa Cruz Street 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 8 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 26 0 0 1 25 1178 4 6 1465 36 Future Vol, veh/h 1 0 26 0 0 1 25 1178 4 6 1465 36 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 28 0 0 1 27 1280 4 7 1592 39 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2320 2964 816 2146 2981 642 1631 0 0 1284 0 0 Stage 1 1626 1626 - 1336 1336 - - - - - - - Stage 2 694 1338 - 810 1645 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 20 14 320 27 14 417 394 - - 536 - - Stage 1 106 159 - 162 221 - - - - - - - Stage 2 399 220 - 340 156 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 19 13 320 23 13 417 394 - - 536 - - Mov Cap-2 Maneuver 19 13 - 23 13 - - - - - - - Stage 1 99 157 - 151 206 - - - - - - - Stage 2 371 205 - 306 154 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 25.8 13.7 0.3 0 HCM LOS D B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)394 - - 202 417 536 - - HCM Lane V/C Ratio 0.069 - - 0.145 0.003 0.012 - - HCM Control Delay (s) 14.8 - - 25.8 13.7 11.8 - - HCM Lane LOS B - - D B B - - HCM 95th %tile Q(veh) 0.2 - - 0.5 0 0 - - B-130 HCM 6th Signalized Intersection Summary 27: Western Avenue & Crestwood Street 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 24 52 247 27 49 41 1068 238 53 1384 120 Future Volume (veh/h) 106 24 52 247 27 49 41 1068 238 53 1384 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 115 26 57 268 29 53 45 1161 259 58 1504 130 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 344 87 136 435 36 65 173 1591 352 212 1821 156 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 830 289 452 1095 119 217 307 2892 640 378 3312 284 Grp Volume(v), veh/h 198 0 0 350 0 0 45 710 710 58 802 832 Grp Sat Flow(s),veh/h/ln 1572 0 0 1430 0 0 307 1777 1755 378 1777 1819 Q Serve(g_s), s 0.0 0.0 0.0 7.7 0.0 0.0 8.5 18.0 18.4 8.2 22.2 22.7 Cycle Q Clear(g_c), s 5.8 0.0 0.0 13.4 0.0 0.0 31.3 18.0 18.4 26.6 22.2 22.7 Prop In Lane 0.58 0.29 0.77 0.15 1.00 0.36 1.00 0.16 Lane Grp Cap(c), veh/h 566 0 0 535 0 0 173 977 965 212 977 1001 V/C Ratio(X) 0.35 0.00 0.00 0.65 0.00 0.00 0.26 0.73 0.74 0.27 0.82 0.83 Avail Cap(c_a), veh/h 566 0 0 535 0 0 173 977 965 212 977 1001 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.7 0.0 0.0 19.2 0.0 0.0 24.2 10.1 10.2 20.2 11.1 11.2 Incr Delay (d2), s/veh 1.7 0.0 0.0 6.1 0.0 0.0 3.6 4.7 5.0 3.2 7.7 8.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 0.0 4.9 0.0 0.0 0.8 6.7 6.8 0.9 8.8 9.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.4 0.0 0.0 25.4 0.0 0.0 27.8 14.8 15.2 23.4 18.8 19.2 LnGrp LOS B A A C A A C B B C B B Approach Vol, veh/h 198 350 1465 1692 Approach Delay, s/veh 18.4 25.4 15.4 19.2 Approach LOS B C B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 37.5 22.5 37.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 33.3 7.8 28.6 15.4 Green Ext Time (p_c), s 0.0 0.8 3.7 0.5 Intersection Summary HCM 6th Ctrl Delay 18.2 HCM 6th LOS B B-131 HCM 6th Signalized Intersection Summary 31: Western Avenue & Trudie Drive/Capitol Drive 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 139 68 19 161 60 259 26 1235 141 256 1166 99 Future Volume (veh/h) 139 68 19 161 60 259 26 1235 141 256 1166 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 151 74 21 175 65 282 28 1342 153 278 1267 108 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 227 95 23 363 433 367 114 1572 178 198 1777 151 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.06 0.49 0.49 0.11 0.54 0.54 Sat Flow, veh/h 668 413 101 1301 1870 1585 1781 3217 365 1781 3315 282 Grp Volume(v), veh/h 246 0 0 175 65 282 28 738 757 278 678 697 Grp Sat Flow(s),veh/h/ln1182 0 0 1301 1870 1585 1781 1777 1805 1781 1777 1820 Q Serve(g_s), s 14.1 0.0 0.0 0.0 2.2 13.3 1.2 29.0 29.6 8.9 22.9 23.0 Cycle Q Clear(g_c), s 16.3 0.0 0.0 10.9 2.2 13.3 1.2 29.0 29.6 8.9 22.9 23.0 Prop In Lane 0.61 0.09 1.00 1.00 1.00 0.20 1.00 0.15 Lane Grp Cap(c), veh/h 346 0 0 363 433 367 114 868 882 198 953 976 V/C Ratio(X) 0.71 0.00 0.00 0.48 0.15 0.77 0.25 0.85 0.86 1.40 0.71 0.71 Avail Cap(c_a), veh/h 346 0 0 363 433 367 114 868 882 198 953 976 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 0.0 27.8 24.5 28.8 35.6 17.9 18.0 35.5 13.9 13.9 Incr Delay (d2), s/veh 11.7 0.0 0.0 4.5 0.7 14.4 5.1 10.2 10.6 208.7 4.5 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.6 0.0 0.0 3.4 1.0 6.3 0.7 13.1 13.6 15.2 9.3 9.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.0 0.0 0.0 32.4 25.2 43.1 40.7 28.1 28.6 244.3 18.4 18.4 LnGrp LOS D A A C C D D C C F B B Approach Vol, veh/h 246 522 1523 1653 Approach Delay, s/veh 42.0 37.3 28.6 56.4 Approach LOS D D C E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s13.4 43.6 23.0 9.6 47.4 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s8.9 39.1 18.5 5.1 42.9 18.5 Max Q Clear Time (g_c+I1), s10.9 31.6 18.3 3.2 25.0 15.3 Green Ext Time (p_c), s 0.0 5.4 0.0 0.0 9.4 0.7 Intersection Summary HCM 6th Ctrl Delay 42.2 HCM 6th LOS D B-132 HCM 6th Signalized Intersection Summary 34: Caddington Drive & Western Avenue 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 11 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 39 1409 155 107 1127 0 150 3 91 20 2 19 Future Volume (veh/h) 39 1409 155 107 1127 0 150 3 91 20 2 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 1532 168 116 1225 0 163 3 99 22 2 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 125 1512 164 137 1686 0 0 14 472 317 26 317 Arrive On Green 0.07 0.47 0.47 0.08 0.47 0.00 0.06 0.31 0.31 0.20 0.20 0.20 Sat Flow, veh/h 1781 3233 351 1781 3647 0 0 47 1545 1204 128 1585 Grp Volume(v), veh/h 42 835 865 116 1225 0 0 0 102 24 0 21 Grp Sat Flow(s),veh/h/ln1781 1777 1807 1781 1777 0 0 0 1592 1332 0 1585 Q Serve(g_s), s 2.0 42.1 42.1 5.8 24.9 0.0 0.0 0.0 4.3 1.1 0.0 1.0 Cycle Q Clear(g_c), s 2.0 42.1 42.1 5.8 24.9 0.0 0.0 0.0 4.3 1.3 0.0 1.0 Prop In Lane 1.00 0.19 1.00 0.00 0.00 0.97 0.92 1.00 Lane Grp Cap(c), veh/h 125 831 845 137 1686 0 0 0 487 343 0 317 V/C Ratio(X) 0.34 1.00 1.02 0.85 0.73 0.00 0.00 0.00 0.21 0.07 0.00 0.07 Avail Cap(c_a), veh/h 125 831 845 137 1686 0 0 0 487 343 0 317 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.9 23.9 24.0 41.0 19.0 0.0 0.0 0.0 23.2 29.3 0.0 29.2 Incr Delay (d2), s/veh 7.2 32.3 37.1 44.8 2.8 0.0 0.0 0.0 1.0 0.4 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 23.7 25.2 4.2 10.2 0.0 0.0 0.0 1.7 0.5 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.0 56.2 61.0 85.8 21.7 0.0 0.0 0.0 24.2 29.7 0.0 29.6 LnGrp LOS D F F F C A A A C C A C Approach Vol, veh/h 1742 1341 102 45 Approach Delay, s/veh 58.4 27.3 24.2 29.6 Approach LOS E C C C Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s10.8 47.2 32.0 11.4 46.6 9.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s6.3 42.7 27.5 6.9 42.1 5.0 18.0 Max Q Clear Time (g_c+I1), s4.0 26.9 6.3 7.8 44.1 0.0 3.3 Green Ext Time (p_c), s 0.0 8.1 0.5 0.0 0.0 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 44.0 HCM 6th LOS D B-133 HCM 6th Signalized Intersection Summary 36: Western Avenue & Toscanni Drive 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 30 193 54 7 40 130 1152 66 42 1235 42 Future Volume (veh/h) 30 30 193 54 7 40 130 1152 66 42 1235 42 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 33 33 210 59 8 43 141 1252 72 46 1342 46 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 86 71 316 231 47 128 191 1625 93 130 1547 53 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.11 0.48 0.48 0.07 0.44 0.44 Sat Flow, veh/h 111 273 1223 587 181 493 1781 3416 196 1781 3506 120 Grp Volume(v), veh/h 276 0 0 110 0 0 141 651 673 46 680 708 Grp Sat Flow(s),veh/h/ln1608 0 0 1262 0 0 1781 1777 1835 1781 1777 1849 Q Serve(g_s), s 3.2 0.0 0.0 0.0 0.0 0.0 5.4 21.2 21.3 1.7 24.2 24.3 Cycle Q Clear(g_c), s 10.6 0.0 0.0 4.6 0.0 0.0 5.4 21.2 21.3 1.7 24.2 24.3 Prop In Lane 0.12 0.76 0.54 0.39 1.00 0.11 1.00 0.06 Lane Grp Cap(c), veh/h 473 0 0 405 0 0 191 845 873 130 784 816 V/C Ratio(X) 0.58 0.00 0.00 0.27 0.00 0.00 0.74 0.77 0.77 0.35 0.87 0.87 Avail Cap(c_a), veh/h 473 0 0 405 0 0 191 845 873 130 784 816 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.1 0.0 0.0 20.7 0.0 0.0 30.3 15.2 15.2 30.9 17.7 17.7 Incr Delay (d2), s/veh 5.2 0.0 0.0 1.6 0.0 0.0 22.4 6.7 6.5 7.4 12.3 12.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.5 0.0 0.0 1.6 0.0 0.0 3.4 9.0 9.4 1.0 11.4 11.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.3 0.0 0.0 22.4 0.0 0.0 52.7 21.9 21.7 38.3 30.0 29.8 LnGrp LOS C A A C A A D C C D C C Approach Vol, veh/h 276 110 1465 1434 Approach Delay, s/veh 28.3 22.4 24.8 30.2 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s9.6 37.8 22.6 12.0 35.4 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 33.3 18.1 7.5 30.9 18.1 Max Q Clear Time (g_c+I1), s3.7 23.3 12.6 7.4 26.3 6.6 Green Ext Time (p_c), s 0.0 6.1 0.8 0.0 3.3 0.4 Intersection Summary HCM 6th Ctrl Delay 27.3 HCM 6th LOS C B-134 HCM 6th Signalized Intersection Summary 40: Western Avenue & Delasonde Drive/Westmont Drive 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 62 101 68 283 84 154 91 895 260 176 1007 49 Future Volume (veh/h) 62 101 68 283 84 154 91 895 260 176 1007 49 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 67 110 74 308 91 167 99 973 283 191 1095 53 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 372 188 126 315 565 479 159 949 275 203 1290 62 Arrive On Green 0.05 0.18 0.18 0.18 0.30 0.30 0.09 0.35 0.35 0.11 0.37 0.37 Sat Flow, veh/h 1781 1043 701 1781 1870 1585 1781 2718 787 1781 3450 167 Grp Volume(v), veh/h 67 0 184 308 91 167 99 635 621 191 564 584 Grp Sat Flow(s),veh/h/ln1781 0 1744 1781 1870 1585 1781 1777 1729 1781 1777 1840 Q Serve(g_s), s 3.0 0.0 9.7 17.2 3.6 8.2 5.4 34.9 34.9 10.6 29.1 29.1 Cycle Q Clear(g_c), s 3.0 0.0 9.7 17.2 3.6 8.2 5.4 34.9 34.9 10.6 29.1 29.1 Prop In Lane 1.00 0.40 1.00 1.00 1.00 0.46 1.00 0.09 Lane Grp Cap(c), veh/h 372 0 314 315 565 479 159 620 603 203 665 688 V/C Ratio(X) 0.18 0.00 0.59 0.98 0.16 0.35 0.62 1.02 1.03 0.94 0.85 0.85 Avail Cap(c_a), veh/h 372 0 314 315 565 479 159 620 603 203 665 688 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.4 0.0 37.6 40.9 25.6 27.2 43.9 32.5 32.6 44.0 28.7 28.7 Incr Delay (d2), s/veh 1.1 0.0 7.8 45.2 0.6 2.0 17.1 42.2 44.5 49.3 12.8 12.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.4 0.0 4.8 11.4 1.7 3.3 3.1 21.7 21.5 7.4 14.3 14.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.5 0.0 45.4 86.1 26.2 29.2 61.1 74.7 77.1 93.3 41.5 41.1 LnGrp LOS C A D F C C E F F F D D Approach Vol, veh/h 251 566 1355 1339 Approach Delay, s/veh 41.7 59.7 74.8 48.7 Approach LOS D E E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s15.9 39.4 22.2 22.5 13.4 41.9 10.0 34.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s11.4 34.9 17.7 18.0 8.9 37.4 5.5 30.2 Max Q Clear Time (g_c+I1), s12.6 36.9 19.2 11.7 7.4 31.1 5.0 10.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.5 0.0 3.7 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 60.1 HCM 6th LOS E B-135 HCM 6th Signalized Intersection Summary 43: Western Avenue & Ave Aprenda 08/26/2020 RPV Western Ave 06/29/2020 2024 PM Synchro 10 Report NS Page 14 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 278 99 87 1090 1245 100 Future Volume (veh/h) 278 99 87 1090 1245 100 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1870 1870 1870 1870 Adj Flow Rate, veh/h 302 108 95 1185 1353 109 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 2 2 2 Cap, veh/h 391 140 202 1925 1805 145 Arrive On Green 0.31 0.31 0.54 0.54 0.54 0.54 Sat Flow, veh/h 1268 453 363 3647 3425 267 Grp Volume(v), veh/h 411 0 95 1185 719 743 Grp Sat Flow(s),veh/h/ln1725 0 363 1777 1777 1822 Q Serve(g_s), s 13.0 0.0 13.6 13.8 18.7 18.9 Cycle Q Clear(g_c), s 13.0 0.0 32.5 13.8 18.7 18.9 Prop In Lane 0.73 0.26 1.00 0.15 Lane Grp Cap(c), veh/h 532 0 202 1925 962 987 V/C Ratio(X) 0.77 0.00 0.47 0.62 0.75 0.75 Avail Cap(c_a), veh/h 532 0 202 1925 962 987 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.8 0.0 24.1 9.5 10.6 10.6 Incr Delay (d2), s/veh 10.4 0.0 7.6 1.5 5.3 5.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.2 0.0 1.7 4.6 7.1 7.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.3 0.0 31.8 10.9 15.9 15.9 LnGrp LOS C A C B B B Approach Vol, veh/h 411 1280 1462 Approach Delay, s/veh 29.3 12.5 15.9 Approach LOS C B B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 37.0 23.0 37.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 18.5 32.5 Max Q Clear Time (g_c+I1), s 34.5 15.0 20.9 Green Ext Time (p_c), s 0.0 0.5 7.5 Intersection Summary HCM 6th Ctrl Delay 16.3 HCM 6th LOS B B-136 B-137 HCM 6th Signalized Intersection Summary 2: Western Avenue & Morse Dr/19th Street 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 95 25 12 201 50 221 15 832 117 150 1057 40 Future Volume (veh/h) 95 25 12 201 50 221 15 832 117 150 1057 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 103 27 13 218 54 240 16 904 127 163 1149 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 423 358 172 508 561 476 277 1955 872 337 1955 872 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 1085 1193 574 1367 1870 1585 470 3554 1585 547 3554 1585 Grp Volume(v), veh/h 103 0 40 218 54 240 16 904 127 163 1149 43 Grp Sat Flow(s),veh/h/ln 1085 0 1767 1367 1870 1585 470 1777 1585 547 1777 1585 Q Serve(g_s), s 4.5 0.0 1.0 8.2 1.2 7.5 1.4 9.2 2.4 15.4 12.9 0.8 Cycle Q Clear(g_c), s 5.8 0.0 1.0 9.1 1.2 7.5 14.3 9.2 2.4 24.6 12.9 0.8 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 423 0 530 508 561 476 277 1955 872 337 1955 872 V/C Ratio(X) 0.24 0.00 0.08 0.43 0.10 0.50 0.06 0.46 0.15 0.48 0.59 0.05 Avail Cap(c_a), veh/h 423 0 530 508 561 476 277 1955 872 337 1955 872 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.2 0.0 15.0 18.3 15.1 17.3 13.7 8.1 6.6 15.6 9.0 6.2 Incr Delay (d2), s/veh 1.4 0.0 0.3 2.6 0.3 3.8 0.4 0.8 0.4 4.9 1.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 0.4 2.7 0.5 3.0 0.2 3.0 0.7 2.1 4.3 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.6 0.0 15.3 20.9 15.5 21.1 14.1 8.9 7.0 20.5 10.3 6.4 LnGrp LOS B A B C B C B A A C B A Approach Vol, veh/h 143 512 1047 1355 Approach Delay, s/veh 17.7 20.4 8.8 11.4 Approach LOS B C A B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 37.5 22.5 37.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 16.3 7.8 26.6 11.1 Green Ext Time (p_c), s 6.6 0.4 4.6 1.1 Intersection Summary HCM 6th Ctrl Delay 12.3 HCM 6th LOS B B-138 HCM 6th TWSC 8: Western Avenue & Dodson Avenue 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 2 Intersection Int Delay, s/veh 1.2 Movement SBL SBR SEL SET NWT NWR Lane Configurations Traffic Vol, veh/h 19 16 28 1230 1118 48 Future Vol, veh/h 19 16 28 1230 1118 48 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 0 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 21 18 31 1350 1227 53 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1964 614 1280 0 - 0 Stage 1 1227 - - - - - Stage 2 737 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 55 435 538 - - - Stage 1 240 - - - - - Stage 2 434 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 52 435 538 - - - Mov Cap-2 Maneuver 52 - - - - - Stage 1 226 - - - - - Stage 2 434 - - - - - Approach SB SE NW HCM Control Delay, s 75.7 0.3 0 HCM LOS F Minor Lane/Major Mvmt NWT NWR SEL SET SBLn1 Capacity (veh/h)- - 538 - 87 HCM Lane V/C Ratio - - 0.057 - 0.442 HCM Control Delay (s) - - 12.1 - 75.7 HCM Lane LOS - - B - F HCM 95th %tile Q(veh) - - 0.2 - 1.8 B-139 HCM 6th Signalized Intersection Summary 10: Western Avenue & 9th Street 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 16 92 163 136 167 63 240 809 87 64 976 20 Future Volume (veh/h) 16 92 163 136 167 63 240 809 87 64 976 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 100 177 148 182 68 261 879 95 70 1061 22 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 363 400 357 344 423 359 292 1466 654 131 1146 511 Arrive On Green 0.06 0.22 0.22 0.06 0.23 0.23 0.16 0.41 0.41 0.07 0.32 0.32 Sat Flow, veh/h 1781 1777 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 17 100 177 148 182 68 261 879 95 70 1061 22 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 0.5 3.7 7.8 5.1 6.7 2.8 11.5 15.4 3.0 3.0 23.1 0.8 Cycle Q Clear(g_c), s 0.5 3.7 7.8 5.1 6.7 2.8 11.5 15.4 3.0 3.0 23.1 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 363 400 357 344 423 359 292 1466 654 131 1146 511 V/C Ratio(X) 0.05 0.25 0.50 0.43 0.43 0.19 0.89 0.60 0.15 0.53 0.93 0.04 Avail Cap(c_a), veh/h 363 400 357 344 423 359 292 1466 654 131 1146 511 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.8 25.5 27.0 22.6 26.5 25.0 32.8 18.3 14.7 35.7 26.2 18.6 Incr Delay (d2), s/veh 0.2 1.5 4.9 3.9 3.2 1.2 31.5 1.8 0.5 14.6 13.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.7 3.3 2.5 3.3 1.1 7.3 6.3 1.1 1.8 11.4 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.0 27.0 31.9 26.5 29.7 26.2 64.3 20.2 15.2 50.3 40.0 18.8 LnGrp LOS C C C C C C E C B D D B Approach Vol, veh/h 294 398 1235 1153 Approach Delay, s/veh 29.6 27.9 29.1 40.2 Approach LOS C C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.4 37.5 9.6 22.5 17.6 30.3 9.5 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.9 33.0 5.1 18.0 13.1 25.8 5.0 18.1 Max Q Clear Time (g_c+I1), s 5.0 17.4 7.1 9.8 13.5 25.1 2.5 8.7 Green Ext Time (p_c), s 0.0 5.9 0.0 1.0 0.0 0.5 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 33.2 HCM 6th LOS C B-140 HCM 6th Signalized Intersection Summary 13: Bynner Drive & Western Avenue 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 4 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 14 872 2 56 1027 14 14 8 8 1 3 23 Future Volume (veh/h) 14 872 2 56 1027 14 14 8 8 1 3 23 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 948 2 61 1116 15 15 9 9 1 3 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 243 1599 713 292 1599 713 331 198 159 78 79 516 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow, veh/h 498 3554 1585 590 3554 1585 612 535 430 9 214 1393 Grp Volume(v), veh/h 15 948 2 61 1116 15 33 0 0 29 0 0 Grp Sat Flow(s),veh/h/ln 498 1777 1585 590 1777 1585 1577 0 0 1616 0 0 Q Serve(g_s), s 1.2 10.0 0.0 4.3 12.6 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 13.8 10.0 0.0 14.3 12.6 0.3 0.6 0.0 0.0 0.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.45 0.27 0.03 0.86 Lane Grp Cap(c), veh/h 243 1599 713 292 1599 713 688 0 0 673 0 0 V/C Ratio(X) 0.06 0.59 0.00 0.21 0.70 0.02 0.05 0.00 0.00 0.04 0.00 0.00 Avail Cap(c_a), veh/h 243 1599 713 292 1599 713 688 0 0 673 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 16.6 10.3 7.6 15.7 11.0 7.6 10.1 0.0 0.0 10.1 0.0 0.0 Incr Delay (d2), s/veh 0.5 1.6 0.0 1.6 2.6 0.1 0.1 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 3.4 0.0 0.6 4.4 0.1 0.2 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.1 11.9 7.6 17.3 13.6 7.7 10.2 0.0 0.0 10.2 0.0 0.0 LnGrp LOS B B A B B A B A A B A A Approach Vol, veh/h 965 1192 33 29 Approach Delay, s/veh 12.0 13.7 10.2 10.2 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 23.0 27.0 23.0 27.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 22.5 18.5 22.5 Max Q Clear Time (g_c+I1), s 2.6 15.8 2.6 16.3 Green Ext Time (p_c), s 0.1 3.5 0.1 4.0 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B B-141 HCM 6th Signalized Intersection Summary 16: Western Avenue & Wemouth Pl/Weymouth Ave 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 109 35 24 4 16 554 5 908 10 301 1070 41 Future Volume (veh/h) 109 35 24 4 16 554 5 908 10 301 1070 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 118 38 26 4 17 602 5 987 11 327 1163 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 341 95 524 144 526 524 254 1719 19 163 1793 800 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.09 0.50 0.50 Sat Flow, veh/h 681 286 1585 198 1593 1585 463 5206 58 1781 3554 1585 Grp Volume(v), veh/h 156 0 26 21 0 602 5 645 353 327 1163 45 Grp Sat Flow(s),veh/h/ln 968 0 1585 1792 0 1585 463 1702 1860 1781 1777 1585 Q Serve(g_s), s 5.9 0.0 0.6 0.0 0.0 18.0 0.4 8.5 8.5 5.0 13.1 0.8 Cycle Q Clear(g_c), s 6.5 0.0 0.6 0.4 0.0 18.0 4.1 8.5 8.5 5.0 13.1 0.8 Prop In Lane 0.76 1.00 0.19 1.00 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 436 0 524 670 0 524 254 1124 614 163 1793 800 V/C Ratio(X) 0.36 0.00 0.05 0.03 0.00 1.15 0.02 0.57 0.57 2.00 0.65 0.06 Avail Cap(c_a), veh/h 436 0 524 670 0 524 254 1124 614 163 1793 800 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.2 0.0 12.4 12.4 0.0 18.3 14.9 15.1 15.1 24.8 9.9 6.9 Incr Delay (d2), s/veh 2.3 0.0 0.2 0.1 0.0 87.8 0.1 2.1 3.9 471.5 1.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 0.0 0.2 0.2 0.0 18.4 0.1 3.2 3.8 23.4 4.4 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.5 0.0 12.6 12.4 0.0 106.0 15.1 17.2 19.0 496.2 11.8 7.0 LnGrp LOS B A B B A F B B B F B A Approach Vol, veh/h 182 623 1003 1535 Approach Delay, s/veh 15.9 102.8 17.8 114.8 Approach LOS B F B F Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s9.5 22.5 22.5 32.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s7.0 10.5 8.5 15.1 20.0 Green Ext Time (p_c), s 0.0 3.8 0.8 2.0 0.0 Intersection Summary HCM 6th Ctrl Delay 78.1 HCM 6th LOS E B-142 HCM 6th Signalized Intersection Summary 19: Western Avenue & 1st Street 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 231 18 393 150 168 10 1068 457 146 1011 57 Future Volume (veh/h) 70 231 18 393 150 168 10 1068 457 146 1011 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 76 251 20 427 163 183 11 1161 497 159 1099 62 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 515 684 54 489 748 634 224 1421 634 193 1421 634 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1035 1710 136 1108 1870 1585 484 3554 1585 300 3554 1585 Grp Volume(v), veh/h 76 0 271 427 163 183 11 1161 497 159 1099 62 Grp Sat Flow(s),veh/h/ln1035 0 1846 1108 1870 1585 484 1777 1585 300 1777 1585 Q Serve(g_s), s 2.3 0.0 4.6 13.4 2.6 3.5 0.9 13.1 12.3 4.9 12.1 1.1 Cycle Q Clear(g_c), s 4.9 0.0 4.6 18.0 2.6 3.5 13.0 13.1 12.3 18.0 12.1 1.1 Prop In Lane 1.00 0.07 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 515 0 738 489 748 634 224 1421 634 193 1421 634 V/C Ratio(X) 0.15 0.00 0.37 0.87 0.22 0.29 0.05 0.82 0.78 0.83 0.77 0.10 Avail Cap(c_a), veh/h 515 0 738 489 748 634 224 1421 634 193 1421 634 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.5 0.0 9.5 17.4 8.9 9.2 17.4 12.0 11.8 22.0 11.7 8.4 Incr Delay (d2), s/veh 0.6 0.0 1.4 19.0 0.7 1.1 0.4 5.3 9.4 31.5 4.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.0 1.7 6.7 1.0 1.2 0.1 5.0 5.0 3.2 4.5 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.1 0.0 10.9 36.4 9.5 10.3 17.8 17.3 21.2 53.5 15.9 8.7 LnGrp LOS B A B D A B B B C D B A Approach Vol, veh/h 347 773 1669 1320 Approach Delay, s/veh 10.9 24.6 18.5 20.1 Approach LOS B C B C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 15.1 6.9 20.0 20.0 Green Ext Time (p_c), s 2.3 1.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 19.5 HCM 6th LOS B B-143 HCM 6th Signalized Intersection Summary 22: Western Avenue & Park Western Drive 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 9 2 155 0 116 24 1366 239 109 1090 1 Future Volume (veh/h) 1 9 2 155 0 116 24 1366 239 109 1090 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1 10 2 168 0 126 26 1485 260 118 1185 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 52 296 55 363 0 317 340 2488 1110 214 2488 1110 Arrive On Green 0.20 0.20 0.20 0.20 0.00 0.20 0.70 0.70 0.70 0.70 0.70 0.70 Sat Flow, veh/h 43 1481 277 1413 0 1585 472 3554 1585 276 3554 1585 Grp Volume(v), veh/h 13 0 0 168 0 126 26 1485 260 118 1185 1 Grp Sat Flow(s),veh/h/ln1800 0 0 1413 0 1585 472 1777 1585 276 1777 1585 Q Serve(g_s), s 0.0 0.0 0.0 9.1 0.0 6.2 2.4 19.4 5.3 34.6 13.5 0.0 Cycle Q Clear(g_c), s 0.5 0.0 0.0 9.6 0.0 6.2 15.9 19.4 5.3 54.0 13.5 0.0 Prop In Lane 0.08 0.15 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 403 0 0 363 0 317 340 2488 1110 214 2488 1110 V/C Ratio(X) 0.03 0.00 0.00 0.46 0.00 0.40 0.08 0.60 0.23 0.55 0.48 0.00 Avail Cap(c_a), veh/h 403 0 0 363 0 317 340 2488 1110 214 2488 1110 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 0.0 0.0 32.6 0.0 31.3 9.6 7.0 4.8 20.9 6.1 4.1 Incr Delay (d2), s/veh 0.1 0.0 0.0 4.2 0.0 3.7 0.4 1.1 0.5 9.9 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.0 0.0 3.7 0.0 2.7 0.3 6.2 1.6 2.6 4.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.2 0.0 0.0 36.8 0.0 35.0 10.1 8.0 5.3 30.8 6.7 4.1 LnGrp LOS C A A D A C B A A C A A Approach Vol, veh/h 13 294 1771 1304 Approach Delay, s/veh 29.2 36.0 7.7 8.9 Approach LOS C D A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 67.5 22.5 67.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 63.0 18.0 63.0 18.0 Max Q Clear Time (g_c+I1), s 21.4 2.5 56.0 11.6 Green Ext Time (p_c), s 19.2 0.0 5.2 0.7 Intersection Summary HCM 6th Ctrl Delay 10.7 HCM 6th LOS B B-144 HCM 6th TWSC 26: Western Avenue & Santa Cruz Street 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 8 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 1 57 1 0 4 68 1233 1 3 1172 16 Future Vol, veh/h 5 1 57 1 0 4 68 1233 1 3 1172 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 0 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 1 62 1 0 4 74 1340 1 3 1274 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2098 2769 637 2133 2786 671 1291 0 0 1341 0 0 Stage 1 1280 1280 - 1489 1489 - - - - - - - Stage 2 818 1489 - 644 1297 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 30 19 420 28 18 399 533 - - 510 - - Stage 1 175 235 - 130 186 - - - - - - - Stage 2 336 186 - 428 230 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 26 16 420 20 15 399 533 - - 510 - - Mov Cap-2 Maneuver 26 16 - 20 15 - - - - - - - Stage 1 151 234 - 112 160 - - - - - - - Stage 2 286 160 - 361 229 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 43 51.4 0.7 0 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)533 - - 161 83 510 - - HCM Lane V/C Ratio 0.139 - - 0.425 0.065 0.006 - - HCM Control Delay (s) 12.8 - - 43 51.4 12.1 - - HCM Lane LOS B - - E F B - - HCM 95th %tile Q(veh) 0.5 - - 1.9 0.2 0 - - B-145 HCM 6th Signalized Intersection Summary 27: Western Avenue & Crestwood Street 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 158 30 112 62 21 37 82 1412 128 11 1118 144 Future Volume (veh/h) 158 30 112 62 21 37 82 1412 128 11 1118 144 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 172 33 122 67 23 40 89 1535 139 12 1215 157 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 312 68 172 287 106 134 245 1955 872 181 1955 872 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 736 226 572 655 353 448 396 3554 1585 296 3554 1585 Grp Volume(v), veh/h 327 0 0 130 0 0 89 1535 139 12 1215 157 Grp Sat Flow(s),veh/h/ln 1534 0 0 1455 0 0 396 1777 1585 296 1777 1585 Q Serve(g_s), s 7.3 0.0 0.0 0.0 0.0 0.0 11.9 20.5 2.6 2.0 14.0 3.0 Cycle Q Clear(g_c), s 11.0 0.0 0.0 3.7 0.0 0.0 25.9 20.5 2.6 22.5 14.0 3.0 Prop In Lane 0.53 0.37 0.52 0.31 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 552 0 0 527 0 0 245 1955 872 181 1955 872 V/C Ratio(X) 0.59 0.00 0.00 0.25 0.00 0.00 0.36 0.79 0.16 0.07 0.62 0.18 Avail Cap(c_a), veh/h 552 0 0 527 0 0 245 1955 872 181 1955 872 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.3 0.0 0.0 15.9 0.0 0.0 18.1 10.7 6.7 19.6 9.2 6.7 Incr Delay (d2), s/veh 4.6 0.0 0.0 1.1 0.0 0.0 4.1 3.3 0.4 0.7 1.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 0.0 0.0 1.4 0.0 0.0 1.3 7.1 0.8 0.2 4.7 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.9 0.0 0.0 17.0 0.0 0.0 22.2 14.0 7.1 20.3 10.7 7.2 LnGrp LOS C A A B A A C B A C B A Approach Vol, veh/h 327 130 1763 1384 Approach Delay, s/veh 22.9 17.0 13.8 10.4 Approach LOS C B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 37.5 22.5 37.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 27.9 13.0 24.5 5.7 Green Ext Time (p_c), s 4.3 0.9 5.5 0.5 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B B-146 HCM 6th Signalized Intersection Summary 31: Western Avenue & Trudie Drive/Capitol Drive 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 127 99 15 193 65 222 8 1212 213 152 1013 113 Future Volume (veh/h) 127 99 15 193 65 222 8 1212 213 152 1013 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 138 108 16 210 71 241 9 1317 232 165 1101 123 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 209 137 18 334 433 367 114 1737 775 198 1906 850 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.06 0.49 0.49 0.11 0.54 0.54 Sat Flow, veh/h 608 593 78 1267 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 262 0 0 210 71 241 9 1317 232 165 1101 123 Grp Sat Flow(s),veh/h/ln1279 0 0 1267 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 13.5 0.0 0.0 0.0 2.4 11.0 0.4 24.1 7.0 7.3 16.7 3.1 Cycle Q Clear(g_c), s 16.0 0.0 0.0 15.9 2.4 11.0 0.4 24.1 7.0 7.3 16.7 3.1 Prop In Lane 0.53 0.06 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 365 0 0 334 433 367 114 1737 775 198 1906 850 V/C Ratio(X) 0.72 0.00 0.00 0.63 0.16 0.66 0.08 0.76 0.30 0.83 0.58 0.14 Avail Cap(c_a), veh/h 365 0 0 334 433 367 114 1737 775 198 1906 850 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.0 0.0 0.0 29.8 24.6 27.9 35.2 16.6 12.2 34.8 12.5 9.3 Incr Delay (d2), s/veh 11.6 0.0 0.0 8.7 0.8 8.9 1.4 3.2 1.0 31.8 1.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.9 0.0 0.0 4.6 1.1 4.9 0.2 9.6 2.5 4.8 6.2 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.6 0.0 0.0 38.4 25.4 36.8 36.6 19.8 13.2 66.6 13.7 9.7 LnGrp LOS D A A D C D D B B E B A Approach Vol, veh/h 262 522 1558 1389 Approach Delay, s/veh 41.6 35.9 18.9 19.7 Approach LOS D D B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s13.4 43.6 23.0 9.6 47.4 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s8.9 39.1 18.5 5.1 42.9 18.5 Max Q Clear Time (g_c+I1), s9.3 26.1 18.0 2.4 18.7 17.9 Green Ext Time (p_c), s 0.0 8.2 0.1 0.0 9.4 0.2 Intersection Summary HCM 6th Ctrl Delay 23.2 HCM 6th LOS C B-147 HCM 6th Signalized Intersection Summary 34: Caddington Drive & Western Avenue 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 11 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 28 1236 64 41 1367 0 150 3 91 13 0 21 Future Volume (veh/h) 28 1236 64 41 1367 0 150 3 91 13 0 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 1343 70 45 1486 0 163 3 99 14 0 23 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 111 1506 672 114 1510 674 0 16 531 381 0 357 Arrive On Green 0.06 0.42 0.42 0.06 0.43 0.00 0.06 0.34 0.34 0.22 0.00 0.22 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 0 47 1545 1293 0 1585 Grp Volume(v), veh/h 30 1343 70 45 1486 0 0 0 102 14 0 23 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1777 1585 0 0 1592 1293 0 1585 Q Serve(g_s), s 1.3 28.0 2.1 1.9 33.1 0.0 0.0 0.0 3.6 0.7 0.0 0.9 Cycle Q Clear(g_c), s 1.3 28.0 2.1 1.9 33.1 0.0 0.0 0.0 3.6 0.7 0.0 0.9 Prop In Lane 1.00 1.00 1.00 1.00 0.00 0.97 1.00 1.00 Lane Grp Cap(c), veh/h 111 1506 672 114 1510 674 0 0 547 381 0 357 V/C Ratio(X) 0.27 0.89 0.10 0.40 0.98 0.00 0.00 0.00 0.19 0.04 0.00 0.06 Avail Cap(c_a), veh/h 111 1506 672 114 1510 674 0 0 547 381 0 357 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.8 21.4 13.9 36.0 22.7 0.0 0.0 0.0 18.4 24.3 0.0 24.4 Incr Delay (d2), s/veh 5.9 8.4 0.3 10.0 19.6 0.0 0.0 0.0 0.8 0.2 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 12.4 0.8 1.1 16.7 0.0 0.0 0.0 1.4 0.2 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.6 29.8 14.2 46.0 42.4 0.0 0.0 0.0 19.2 24.5 0.0 24.7 LnGrp LOS D C B D D A A A B C A C Approach Vol, veh/h 1443 1531 102 37 Approach Delay, s/veh 29.2 42.5 19.2 24.6 Approach LOS C D B C Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s9.5 38.5 32.0 9.6 38.4 9.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 34.0 27.5 5.1 33.9 5.0 18.0 Max Q Clear Time (g_c+I1), s3.3 35.1 5.6 3.9 30.0 0.0 2.9 Green Ext Time (p_c), s 0.0 0.0 0.5 0.0 2.9 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 35.4 HCM 6th LOS D B-148 HCM 6th Signalized Intersection Summary 36: Western Avenue & Toscanni Drive 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 68 25 256 64 31 67 162 1273 42 28 964 25 Future Volume (veh/h) 68 25 256 64 31 67 162 1273 42 28 964 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 74 27 278 70 34 73 176 1384 46 30 1048 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 131 54 327 189 102 150 216 1547 690 140 1394 622 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.12 0.44 0.44 0.08 0.39 0.39 Sat Flow, veh/h 233 193 1174 400 365 537 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 379 0 0 177 0 0 176 1384 46 30 1048 27 Grp Sat Flow(s),veh/h/ln1601 0 0 1303 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 7.7 0.0 0.0 0.0 0.0 0.0 6.3 23.4 1.1 1.0 16.5 0.7 Cycle Q Clear(g_c), s 14.3 0.0 0.0 6.6 0.0 0.0 6.3 23.4 1.1 1.0 16.5 0.7 Prop In Lane 0.20 0.73 0.40 0.41 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 512 0 0 440 0 0 216 1547 690 140 1394 622 V/C Ratio(X) 0.74 0.00 0.00 0.40 0.00 0.00 0.81 0.89 0.07 0.21 0.75 0.04 Avail Cap(c_a), veh/h 512 0 0 440 0 0 216 1547 690 140 1394 622 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.9 0.0 0.0 19.0 0.0 0.0 27.8 17.0 10.7 28.1 17.0 12.2 Incr Delay (d2), s/veh 9.3 0.0 0.0 2.7 0.0 0.0 27.3 8.4 0.2 3.5 3.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.3 0.0 0.0 2.4 0.0 0.0 4.2 10.1 0.4 0.6 6.7 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.2 0.0 0.0 21.8 0.0 0.0 55.1 25.4 10.9 31.6 20.8 12.3 LnGrp LOS C A A C A A E C B C C B Approach Vol, veh/h 379 177 1606 1105 Approach Delay, s/veh 31.2 21.8 28.2 20.9 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s9.6 32.8 22.6 12.4 30.0 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 28.3 18.1 7.9 25.5 18.1 Max Q Clear Time (g_c+I1), s3.0 25.4 16.3 8.3 18.5 8.6 Green Ext Time (p_c), s 0.0 2.3 0.4 0.0 4.0 0.7 Intersection Summary HCM 6th Ctrl Delay 25.7 HCM 6th LOS C B-149 HCM 6th Signalized Intersection Summary 40: Western Avenue & Delasonde Drive/Westmont Drive 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 105 108 201 152 249 108 1116 175 129 734 51 Future Volume (veh/h) 121 105 108 201 152 249 108 1116 175 129 734 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 132 114 117 218 165 271 117 1213 190 140 798 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 387 169 174 232 478 405 245 1358 606 156 1181 527 Arrive On Green 0.07 0.20 0.20 0.13 0.26 0.26 0.14 0.38 0.38 0.09 0.33 0.33 Sat Flow, veh/h 1781 846 868 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 132 0 231 218 165 271 117 1213 190 140 798 55 Grp Sat Flow(s),veh/h/ln1781 0 1714 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 5.2 0.0 11.2 10.9 6.5 13.8 5.5 28.8 7.6 7.0 17.4 2.2 Cycle Q Clear(g_c), s 5.2 0.0 11.2 10.9 6.5 13.8 5.5 28.8 7.6 7.0 17.4 2.2 Prop In Lane 1.00 0.51 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 387 0 343 232 478 405 245 1358 606 156 1181 527 V/C Ratio(X) 0.34 0.00 0.67 0.94 0.35 0.67 0.48 0.89 0.31 0.90 0.68 0.10 Avail Cap(c_a), veh/h 387 0 343 232 478 405 245 1358 606 156 1181 527 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 0.0 33.3 38.8 27.4 30.1 35.8 26.1 19.5 40.6 25.9 20.8 Incr Delay (d2), s/veh 2.4 0.0 10.1 45.7 2.0 8.5 6.5 9.3 1.4 48.5 3.1 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 0.0 5.5 7.6 3.1 6.1 2.8 13.3 2.9 5.1 7.6 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.0 0.0 43.4 84.5 29.3 38.6 42.3 35.4 20.9 89.2 29.0 21.2 LnGrp LOS C A D F C D D D C F C C Approach Vol, veh/h 363 654 1520 993 Approach Delay, s/veh 37.8 51.6 34.1 37.0 Approach LOS D D C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s12.4 38.9 16.2 22.5 16.9 34.4 11.2 27.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s7.9 34.4 11.7 18.0 12.4 29.9 6.7 23.0 Max Q Clear Time (g_c+I1), s9.0 30.8 12.9 13.2 7.5 19.4 7.2 15.8 Green Ext Time (p_c), s 0.0 2.6 0.0 0.5 0.1 4.2 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 38.5 HCM 6th LOS D B-150 HCM 6th Signalized Intersection Summary 43: Western Avenue & Ave Aprenda 08/26/2020 RPV Western Ave 06/30/2020 2024 Proposed AM Synchro 10 Report NS Page 14 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 343 117 68 1487 824 176 Future Volume (veh/h) 343 117 68 1487 824 176 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1870 1870 1870 1870 Adj Flow Rate, veh/h 373 127 74 1616 896 191 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 2 2 2 Cap, veh/h 397 135 321 1925 1925 859 Arrive On Green 0.31 0.31 0.54 0.54 0.54 0.54 Sat Flow, veh/h 1286 438 519 3647 3647 1585 Grp Volume(v), veh/h 501 0 74 1616 896 191 Grp Sat Flow(s),veh/h/ln1727 0 519 1777 1777 1585 Q Serve(g_s), s 17.0 0.0 6.1 22.9 9.3 3.8 Cycle Q Clear(g_c), s 17.0 0.0 15.4 22.9 9.3 3.8 Prop In Lane 0.74 0.25 1.00 1.00 Lane Grp Cap(c), veh/h 533 0 321 1925 1925 859 V/C Ratio(X) 0.94 0.00 0.23 0.84 0.47 0.22 Avail Cap(c_a), veh/h 533 0 321 1925 1925 859 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.2 0.0 13.1 11.6 8.4 7.2 Incr Delay (d2), s/veh 26.8 0.0 1.7 4.6 0.8 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln10.1 0.0 0.8 8.3 3.1 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.0 0.0 14.8 16.2 9.2 7.8 LnGrp LOS D A B B A A Approach Vol, veh/h 501 1690 1087 Approach Delay, s/veh 47.0 16.1 9.0 Approach LOS D B A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 37.0 23.0 37.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 18.5 32.5 Max Q Clear Time (g_c+I1), s 24.9 19.0 11.3 Green Ext Time (p_c), s 6.1 0.0 7.3 Intersection Summary HCM 6th Ctrl Delay 18.5 HCM 6th LOS B B-151 B-152 HCM 6th Signalized Intersection Summary 2: Western Avenue & Morse Dr/19th Street 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 46 22 110 31 113 15 821 143 221 1030 97 Future Volume (veh/h) 83 46 22 110 31 113 15 821 143 221 1030 97 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 90 50 24 120 34 123 16 892 155 240 1120 105 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 349 269 129 343 421 357 321 2354 1050 386 2354 1050 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.66 0.66 0.66 0.66 0.66 0.66 Sat Flow, veh/h 1230 1194 573 1326 1870 1585 455 3554 1585 539 3554 1585 Grp Volume(v), veh/h 90 0 74 120 34 123 16 892 155 240 1120 105 Grp Sat Flow(s),veh/h/ln 1230 0 1767 1326 1870 1585 455 1777 1585 539 1777 1585 Q Serve(g_s), s 5.0 0.0 2.7 6.4 1.1 5.2 1.4 9.0 2.9 28.9 12.4 1.9 Cycle Q Clear(g_c), s 6.1 0.0 2.7 9.1 1.1 5.2 13.9 9.0 2.9 38.0 12.4 1.9 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 349 0 398 343 421 357 321 2354 1050 386 2354 1050 V/C Ratio(X) 0.26 0.00 0.19 0.35 0.08 0.34 0.05 0.38 0.15 0.62 0.48 0.10 Avail Cap(c_a), veh/h 349 0 398 343 421 357 321 2354 1050 386 2354 1050 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.9 0.0 25.1 28.8 24.5 26.0 10.1 6.1 5.1 14.6 6.7 4.9 Incr Delay (d2), s/veh 1.8 0.0 1.0 2.8 0.4 2.6 0.3 0.5 0.3 7.3 0.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 1.2 2.3 0.5 2.2 0.2 2.9 0.9 3.9 4.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.7 0.0 26.1 31.6 24.8 28.7 10.4 6.5 5.3 22.0 7.3 5.1 LnGrp LOS C A C C C C B A A C A A Approach Vol, veh/h 164 277 1063 1465 Approach Delay, s/veh 27.5 29.5 6.4 9.6 Approach LOS C C A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 57.5 22.5 57.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 53.0 18.0 53.0 18.0 Max Q Clear Time (g_c+I1), s 15.9 8.1 40.0 11.1 Green Ext Time (p_c), s 8.7 0.4 8.5 0.5 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B B-153 HCM 6th TWSC 8: Western Avenue & Dodson Avenue 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 2 Intersection Int Delay, s/veh 1.1 Movement SBL SBR SEL SET NWT NWR Lane Configurations Traffic Vol, veh/h 18 7 45 1347 998 66 Future Vol, veh/h 18 7 45 1347 998 66 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 0 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 20 8 49 1464 1085 72 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1915 543 1157 0 - 0 Stage 1 1085 - - - - - Stage 2 830 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 59 484 600 - - - Stage 1 285 - - - - - Stage 2 388 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 54 484 600 - - - Mov Cap-2 Maneuver 54 - - - - - Stage 1 262 - - - - - Stage 2 388 - - - - - Approach SB SE NW HCM Control Delay, s 82.6 0.4 0 HCM LOS F Minor Lane/Major Mvmt NWT NWR SEL SET SBLn1 Capacity (veh/h)- - 600 - 72 HCM Lane V/C Ratio - - 0.082 - 0.377 HCM Control Delay (s) - - 11.5 - 82.6 HCM Lane LOS - - B - F HCM 95th %tile Q(veh) - - 0.3 - 1.4 B-154 HCM 6th Signalized Intersection Summary 10: Western Avenue & 9th Street 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 149 202 120 119 54 126 794 96 88 1048 63 Future Volume (veh/h) 23 149 202 120 119 54 126 794 96 88 1048 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 162 220 130 129 59 137 863 104 96 1139 68 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 405 402 359 305 426 361 189 1399 624 163 1346 600 Arrive On Green 0.06 0.23 0.23 0.06 0.23 0.23 0.11 0.39 0.39 0.09 0.38 0.38 Sat Flow, veh/h 1781 1777 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 25 162 220 130 129 59 137 863 104 96 1139 68 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 0.8 6.2 10.0 4.5 4.6 2.4 6.0 15.6 3.4 4.1 23.4 2.2 Cycle Q Clear(g_c), s 0.8 6.2 10.0 4.5 4.6 2.4 6.0 15.6 3.4 4.1 23.4 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 405 402 359 305 426 361 189 1399 624 163 1346 600 V/C Ratio(X) 0.06 0.40 0.61 0.43 0.30 0.16 0.72 0.62 0.17 0.59 0.85 0.11 Avail Cap(c_a), veh/h 405 402 359 305 426 361 189 1399 624 163 1346 600 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.7 26.3 27.8 22.5 25.6 24.8 34.6 19.4 15.7 34.9 22.7 16.1 Incr Delay (d2), s/veh 0.3 3.0 7.6 4.3 1.8 1.0 21.3 2.0 0.6 14.8 6.7 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 2.9 4.4 2.2 2.2 1.0 3.6 6.4 1.3 2.4 10.4 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.9 29.3 35.4 26.8 27.5 25.8 55.9 21.5 16.3 49.7 29.4 16.5 LnGrp LOS C C D C C C E C B D C B Approach Vol, veh/h 407 318 1104 1303 Approach Delay, s/veh 32.1 26.9 25.3 30.2 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.8 36.0 9.6 22.6 13.0 34.8 9.5 22.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.3 31.5 5.1 18.1 8.5 30.3 5.0 18.2 Max Q Clear Time (g_c+I1), s 6.1 17.6 6.5 12.0 8.0 25.4 2.8 6.6 Green Ext Time (p_c), s 0.0 5.5 0.0 1.2 0.0 3.2 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 28.4 HCM 6th LOS C B-155 HCM 6th Signalized Intersection Summary 13: Bynner Drive & Western Avenue 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 4 Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (veh/h) 13 817 5 62 1224 28 16 1 6 0 4 8 Future Volume (veh/h) 13 817 5 62 1224 28 16 1 6 0 4 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 14 888 5 67 1330 30 17 1 7 0 4 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 211 1777 793 339 1777 793 428 41 139 0 172 387 Arrive On Green 0.50 0.50 0.50 0.50 0.50 0.50 0.34 0.34 0.34 0.00 0.34 0.34 Sat Flow, veh/h 400 3554 1585 623 3554 1585 944 121 414 0 512 1151 Grp Volume(v), veh/h 14 888 5 67 1330 30 25 0 0 0 0 13 Grp Sat Flow(s),veh/h/ln 400 1777 1585 623 1777 1585 1479 0 0 0 0 1663 Q Serve(g_s), s 1.6 9.2 0.1 4.4 16.4 0.5 0.0 0.0 0.0 0.0 0.0 0.3 Cycle Q Clear(g_c), s 18.0 9.2 0.1 13.6 16.4 0.5 0.5 0.0 0.0 0.0 0.0 0.3 Prop In Lane 1.00 1.00 1.00 1.00 0.68 0.28 0.00 0.69 Lane Grp Cap(c), veh/h 211 1777 793 339 1777 793 608 0 0 0 0 559 V/C Ratio(X) 0.07 0.50 0.01 0.20 0.75 0.04 0.04 0.00 0.00 0.00 0.00 0.02 Avail Cap(c_a), veh/h 211 1777 793 339 1777 793 608 0 0 0 0 559 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 18.2 9.2 6.9 13.7 11.0 7.0 12.3 0.0 0.0 0.0 0.0 12.2 Incr Delay (d2), s/veh 0.6 1.0 0.0 1.3 2.9 0.1 0.1 0.0 0.0 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 3.0 0.0 0.7 5.8 0.2 0.2 0.0 0.0 0.0 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.8 10.2 6.9 15.0 13.9 7.1 12.4 0.0 0.0 0.0 0.0 12.3 LnGrp LOS B B A B B A B A A A A B Approach Vol, veh/h 907 1427 25 13 Approach Delay, s/veh 10.3 13.8 12.4 12.3 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 23.0 32.0 23.0 32.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 27.5 18.5 27.5 Max Q Clear Time (g_c+I1), s 2.3 20.0 2.5 18.4 Green Ext Time (p_c), s 0.0 3.6 0.0 6.2 Intersection Summary HCM 6th Ctrl Delay 12.5 HCM 6th LOS B B-156 HCM 6th Signalized Intersection Summary 16: Western Avenue & Wemouth Pl/Weymouth Ave 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 10 11 4 10 407 10 835 10 338 1297 86 Future Volume (veh/h) 44 10 11 4 10 407 10 835 10 338 1297 86 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 48 11 12 4 11 442 11 908 11 367 1410 93 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 327 65 439 160 396 439 207 1440 17 425 2078 927 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.24 0.58 0.58 Sat Flow, veh/h 820 235 1585 326 1432 1585 349 5200 63 1781 3554 1585 Grp Volume(v), veh/h 59 0 12 15 0 442 11 594 325 367 1410 93 Grp Sat Flow(s),veh/h/ln1055 0 1585 1757 0 1585 349 1702 1859 1781 1777 1585 Q Serve(g_s), s 2.0 0.0 0.4 0.0 0.0 18.0 1.5 9.9 9.9 12.8 17.8 1.7 Cycle Q Clear(g_c), s 2.5 0.0 0.4 0.4 0.0 18.0 1.5 9.9 9.9 12.8 17.8 1.7 Prop In Lane 0.81 1.00 0.27 1.00 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 393 0 439 557 0 439 207 943 515 425 2078 927 V/C Ratio(X) 0.15 0.00 0.03 0.03 0.00 1.01 0.05 0.63 0.63 0.86 0.68 0.10 Avail Cap(c_a), veh/h 393 0 439 557 0 439 207 943 515 425 2078 927 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 0.0 17.1 17.1 0.0 23.5 17.5 20.6 20.6 23.7 9.3 6.0 Incr Delay (d2), s/veh 0.8 0.0 0.1 0.1 0.0 44.7 0.5 3.2 5.8 20.2 1.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 0.0 0.1 0.2 0.0 11.6 0.1 4.1 4.8 7.4 5.9 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.6 0.0 17.2 17.2 0.0 68.2 18.0 23.8 26.4 44.0 11.1 6.2 LnGrp LOS B A B B A F B C C D B A Approach Vol, veh/h 71 457 930 1870 Approach Delay, s/veh 18.4 66.5 24.6 17.3 Approach LOS B E C B Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s20.0 22.5 22.5 42.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s15.5 18.0 18.0 38.0 18.0 Max Q Clear Time (g_c+I1), s14.8 11.9 4.5 19.8 20.0 Green Ext Time (p_c), s 0.1 3.0 0.3 10.6 0.0 Intersection Summary HCM 6th Ctrl Delay 26.1 HCM 6th LOS C B-157 HCM 6th Signalized Intersection Summary 19: Western Avenue & 1st Street 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 136 16 356 120 175 27 904 406 229 1278 66 Future Volume (veh/h) 36 136 16 356 120 175 27 904 406 229 1278 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 148 17 387 130 190 29 983 441 249 1389 72 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 536 659 76 576 748 634 165 1421 634 224 1421 634 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1060 1647 189 1221 1870 1585 363 3554 1585 376 3554 1585 Grp Volume(v), veh/h 39 0 165 387 130 190 29 983 441 249 1389 72 Grp Sat Flow(s),veh/h/ln1060 0 1836 1221 1870 1585 363 1777 1585 376 1777 1585 Q Serve(g_s), s 1.1 0.0 2.7 13.8 2.0 3.7 0.7 10.3 10.4 7.7 17.3 1.3 Cycle Q Clear(g_c), s 3.1 0.0 2.7 16.4 2.0 3.7 18.0 10.3 10.4 18.0 17.3 1.3 Prop In Lane 1.00 0.10 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 536 0 735 576 748 634 165 1421 634 224 1421 634 V/C Ratio(X) 0.07 0.00 0.22 0.67 0.17 0.30 0.18 0.69 0.70 1.11 0.98 0.11 Avail Cap(c_a), veh/h 536 0 735 576 748 634 165 1421 634 224 1421 634 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.7 0.0 8.9 14.3 8.7 9.2 22.4 11.2 11.2 21.4 13.3 8.5 Incr Delay (d2), s/veh 0.3 0.0 0.7 6.1 0.5 1.2 2.3 2.8 6.2 92.9 19.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.0 1.0 4.0 0.7 1.2 0.4 3.7 3.9 7.9 9.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.0 0.0 9.6 20.5 9.2 10.4 24.7 14.0 17.4 114.3 32.3 8.8 LnGrp LOS A A A C A B C B B F C A Approach Vol, veh/h 204 707 1453 1710 Approach Delay, s/veh 9.7 15.7 15.2 43.3 Approach LOS A B B D Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 20.0 5.1 20.0 18.4 Green Ext Time (p_c), s 0.0 0.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 26.8 HCM 6th LOS C B-158 HCM 6th Signalized Intersection Summary 22: Western Avenue & Park Western Drive 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 7 8 15 228 13 122 57 1259 145 175 1317 5 Future Volume (veh/h) 7 8 15 228 13 122 57 1259 145 175 1317 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 8 9 16 248 14 133 62 1368 158 190 1432 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 50 56 53 197 7 317 265 2488 1110 255 2488 1110 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.70 0.70 0.70 0.70 0.70 0.70 Sat Flow, veh/h 0 282 266 593 33 1585 372 3554 1585 341 3554 1585 Grp Volume(v), veh/h 33 0 0 262 0 133 62 1368 158 190 1432 5 Grp Sat Flow(s),veh/h/ln 548 0 0 627 0 1585 372 1777 1585 341 1777 1585 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 6.6 9.1 16.9 3.0 46.1 18.2 0.1 Cycle Q Clear(g_c), s 18.0 0.0 0.0 18.0 0.0 6.6 27.3 16.9 3.0 63.0 18.2 0.1 Prop In Lane 0.24 0.48 0.95 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 159 0 0 203 0 317 265 2488 1110 255 2488 1110 V/C Ratio(X) 0.21 0.00 0.00 1.29 0.00 0.42 0.23 0.55 0.14 0.75 0.58 0.00 Avail Cap(c_a), veh/h 159 0 0 203 0 317 265 2488 1110 255 2488 1110 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 0.0 39.4 0.0 31.4 13.6 6.6 4.5 23.8 6.8 4.1 Incr Delay (d2), s/veh 2.9 0.0 0.0 161.9 0.0 4.0 2.1 0.9 0.3 17.9 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 0.0 0.0 13.6 0.0 2.8 0.9 5.4 0.9 5.3 5.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.1 0.0 0.0 201.3 0.0 35.5 15.7 7.5 4.8 41.7 7.8 4.1 LnGrp LOS C A A F A D B A A D A A Approach Vol, veh/h 33 395 1588 1627 Approach Delay, s/veh 33.1 145.5 7.5 11.7 Approach LOS C F A B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 67.5 22.5 67.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 63.0 18.0 63.0 18.0 Max Q Clear Time (g_c+I1), s 29.3 20.0 65.0 20.0 Green Ext Time (p_c), s 16.2 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 24.6 HCM 6th LOS C B-159 HCM 6th TWSC 26: Western Avenue & Santa Cruz Street 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 8 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 26 0 0 1 25 1178 4 6 1465 36 Future Vol, veh/h 1 0 26 0 0 1 25 1178 4 6 1465 36 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 0 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 28 0 0 1 27 1280 4 7 1592 39 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2300 2944 796 2146 2981 642 1631 0 0 1284 0 0 Stage 1 1606 1606 - 1336 1336 - - - - - - - Stage 2 694 1338 - 810 1645 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 21 15 330 27 14 417 394 - - 536 - - Stage 1 110 163 - 162 221 - - - - - - - Stage 2 399 220 - 340 156 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 20 14 330 23 13 417 394 - - 536 - - Mov Cap-2 Maneuver 20 14 - 23 13 - - - - - - - Stage 1 102 161 - 151 206 - - - - - - - Stage 2 371 205 - 307 154 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 24.9 13.7 0.3 0 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)394 - - 210 417 536 - - HCM Lane V/C Ratio 0.069 - - 0.14 0.003 0.012 - - HCM Control Delay (s) 14.8 - - 24.9 13.7 11.8 - - HCM Lane LOS B - - C B B - - HCM 95th %tile Q(veh) 0.2 - - 0.5 0 0 - - B-160 HCM 6th Signalized Intersection Summary 27: Western Avenue & Crestwood Street 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 24 52 247 27 49 41 1068 238 53 1384 120 Future Volume (veh/h) 106 24 52 247 27 49 41 1068 238 53 1384 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 115 26 57 268 29 53 45 1161 259 58 1504 130 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 344 87 136 435 36 65 188 1955 872 245 1955 872 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 830 289 452 1095 119 217 307 3554 1585 378 3554 1585 Grp Volume(v), veh/h 198 0 0 350 0 0 45 1161 259 58 1504 130 Grp Sat Flow(s),veh/h/ln 1572 0 0 1430 0 0 307 1777 1585 378 1777 1585 Q Serve(g_s), s 0.0 0.0 0.0 7.7 0.0 0.0 8.0 13.1 5.3 7.3 19.8 2.4 Cycle Q Clear(g_c), s 5.8 0.0 0.0 13.4 0.0 0.0 27.8 13.1 5.3 20.4 19.8 2.4 Prop In Lane 0.58 0.29 0.77 0.15 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 566 0 0 535 0 0 188 1955 872 245 1955 872 V/C Ratio(X) 0.35 0.00 0.00 0.65 0.00 0.00 0.24 0.59 0.30 0.24 0.77 0.15 Avail Cap(c_a), veh/h 566 0 0 535 0 0 188 1955 872 245 1955 872 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.7 0.0 0.0 19.2 0.0 0.0 21.4 9.0 7.3 15.8 10.5 6.6 Incr Delay (d2), s/veh 1.7 0.0 0.0 6.1 0.0 0.0 3.0 1.3 0.9 2.3 3.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 0.0 4.9 0.0 0.0 0.7 4.3 1.6 0.7 6.8 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.4 0.0 0.0 25.4 0.0 0.0 24.4 10.4 8.1 18.1 13.5 7.0 LnGrp LOS B A A C A A C B A B B A Approach Vol, veh/h 198 350 1465 1692 Approach Delay, s/veh 18.4 25.4 10.4 13.2 Approach LOS B C B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 37.5 22.5 37.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 29.8 7.8 22.4 15.4 Green Ext Time (p_c), s 2.4 0.8 8.0 0.5 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B B-161 HCM 6th Signalized Intersection Summary 31: Western Avenue & Trudie Drive/Capitol Drive 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 139 68 19 161 60 259 26 1235 141 256 1166 99 Future Volume (veh/h) 139 68 19 161 60 259 26 1235 141 256 1166 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 151 74 21 175 65 282 28 1342 153 278 1267 108 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 227 95 23 363 433 367 114 1737 775 198 1906 850 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.06 0.49 0.49 0.11 0.54 0.54 Sat Flow, veh/h 668 413 101 1301 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 246 0 0 175 65 282 28 1342 153 278 1267 108 Grp Sat Flow(s),veh/h/ln1182 0 0 1301 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 14.1 0.0 0.0 0.0 2.2 13.3 1.2 24.8 4.4 8.9 20.6 2.7 Cycle Q Clear(g_c), s 16.3 0.0 0.0 10.9 2.2 13.3 1.2 24.8 4.4 8.9 20.6 2.7 Prop In Lane 0.61 0.09 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 346 0 0 363 433 367 114 1737 775 198 1906 850 V/C Ratio(X) 0.71 0.00 0.00 0.48 0.15 0.77 0.25 0.77 0.20 1.40 0.66 0.13 Avail Cap(c_a), veh/h 346 0 0 363 433 367 114 1737 775 198 1906 850 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 0.0 27.8 24.5 28.8 35.6 16.8 11.6 35.5 13.4 9.2 Incr Delay (d2), s/veh 11.7 0.0 0.0 4.5 0.7 14.4 5.1 3.4 0.6 208.7 1.9 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.6 0.0 0.0 3.4 1.0 6.3 0.7 10.0 1.6 15.2 7.8 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.0 0.0 0.0 32.4 25.2 43.1 40.7 20.2 12.1 244.3 15.2 9.5 LnGrp LOS D A A C C D D C B F B A Approach Vol, veh/h 246 522 1523 1653 Approach Delay, s/veh 42.0 37.3 19.8 53.4 Approach LOS D D B D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s13.4 43.6 23.0 9.6 47.4 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s8.9 39.1 18.5 5.1 42.9 18.5 Max Q Clear Time (g_c+I1), s10.9 26.8 18.3 3.2 22.6 15.3 Green Ext Time (p_c), s 0.0 7.8 0.0 0.0 10.1 0.7 Intersection Summary HCM 6th Ctrl Delay 37.6 HCM 6th LOS D B-162 HCM 6th Signalized Intersection Summary 34: Caddington Drive & Western Avenue 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 11 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 39 1409 155 107 1127 0 150 3 91 20 2 19 Future Volume (veh/h) 39 1409 155 107 1127 0 150 3 91 20 2 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 1532 168 116 1225 0 163 3 99 22 2 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 125 1662 741 137 1686 752 0 14 472 317 26 317 Arrive On Green 0.07 0.47 0.47 0.08 0.47 0.00 0.06 0.31 0.31 0.20 0.20 0.20 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 0 47 1545 1204 128 1585 Grp Volume(v), veh/h 42 1532 168 116 1225 0 0 0 102 24 0 21 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1777 1585 0 0 1592 1332 0 1585 Q Serve(g_s), s 2.0 36.3 5.7 5.8 24.9 0.0 0.0 0.0 4.3 1.1 0.0 1.0 Cycle Q Clear(g_c), s 2.0 36.3 5.7 5.8 24.9 0.0 0.0 0.0 4.3 1.3 0.0 1.0 Prop In Lane 1.00 1.00 1.00 1.00 0.00 0.97 0.92 1.00 Lane Grp Cap(c), veh/h 125 1662 741 137 1686 752 0 0 487 343 0 317 V/C Ratio(X) 0.34 0.92 0.23 0.85 0.73 0.00 0.00 0.00 0.21 0.07 0.00 0.07 Avail Cap(c_a), veh/h 125 1662 741 137 1686 752 0 0 487 343 0 317 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.9 22.4 14.3 41.0 19.0 0.0 0.0 0.0 23.2 29.3 0.0 29.2 Incr Delay (d2), s/veh 7.2 9.9 0.7 44.8 2.8 0.0 0.0 0.0 1.0 0.4 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 16.3 2.1 4.2 10.2 0.0 0.0 0.0 1.7 0.5 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.0 32.3 15.0 85.8 21.7 0.0 0.0 0.0 24.2 29.7 0.0 29.6 LnGrp LOS D C B F C A A A C C A C Approach Vol, veh/h 1742 1341 102 45 Approach Delay, s/veh 31.0 27.3 24.2 29.6 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s10.8 47.2 32.0 11.4 46.6 9.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s6.3 42.7 27.5 6.9 42.1 5.0 18.0 Max Q Clear Time (g_c+I1), s4.0 26.9 6.3 7.8 38.3 0.0 3.3 Green Ext Time (p_c), s 0.0 8.1 0.5 0.0 3.1 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 29.2 HCM 6th LOS C B-163 HCM 6th Signalized Intersection Summary 36: Western Avenue & Toscanni Drive 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 30 193 54 7 40 130 1152 66 42 1235 42 Future Volume (veh/h) 30 30 193 54 7 40 130 1152 66 42 1235 42 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 33 33 210 59 8 43 141 1252 72 46 1342 46 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 86 71 316 231 47 128 191 1691 754 130 1569 700 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.11 0.48 0.48 0.07 0.44 0.44 Sat Flow, veh/h 111 273 1223 587 181 493 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 276 0 0 110 0 0 141 1252 72 46 1342 46 Grp Sat Flow(s),veh/h/ln1608 0 0 1262 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 3.2 0.0 0.0 0.0 0.0 0.0 5.4 20.0 1.7 1.7 23.7 1.2 Cycle Q Clear(g_c), s 10.6 0.0 0.0 4.6 0.0 0.0 5.4 20.0 1.7 1.7 23.7 1.2 Prop In Lane 0.12 0.76 0.54 0.39 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 473 0 0 405 0 0 191 1691 754 130 1569 700 V/C Ratio(X) 0.58 0.00 0.00 0.27 0.00 0.00 0.74 0.74 0.10 0.35 0.86 0.07 Avail Cap(c_a), veh/h 473 0 0 405 0 0 191 1691 754 130 1569 700 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.1 0.0 0.0 20.7 0.0 0.0 30.3 14.9 10.1 30.9 17.5 11.2 Incr Delay (d2), s/veh 5.2 0.0 0.0 1.6 0.0 0.0 22.4 3.0 0.3 7.4 6.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.5 0.0 0.0 1.6 0.0 0.0 3.4 7.8 0.6 1.0 9.9 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.3 0.0 0.0 22.4 0.0 0.0 52.7 17.8 10.3 38.3 23.7 11.4 LnGrp LOS C A A C A A D B B D C B Approach Vol, veh/h 276 110 1465 1434 Approach Delay, s/veh 28.3 22.4 20.8 23.8 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s9.6 37.8 22.6 12.0 35.4 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 33.3 18.1 7.5 30.9 18.1 Max Q Clear Time (g_c+I1), s3.7 22.0 12.6 7.4 25.7 6.6 Green Ext Time (p_c), s 0.0 6.8 0.8 0.0 3.8 0.4 Intersection Summary HCM 6th Ctrl Delay 22.8 HCM 6th LOS C B-164 HCM 6th Signalized Intersection Summary 40: Western Avenue & Delasonde Drive/Westmont Drive 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 62 101 68 283 84 154 91 895 260 176 1007 49 Future Volume (veh/h) 62 101 68 283 84 154 91 895 260 176 1007 49 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 67 110 74 308 91 167 99 973 283 191 1095 53 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 372 188 126 315 565 479 159 1240 553 203 1329 593 Arrive On Green 0.05 0.18 0.18 0.18 0.30 0.30 0.09 0.35 0.35 0.11 0.37 0.37 Sat Flow, veh/h 1781 1043 701 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 67 0 184 308 91 167 99 973 283 191 1095 53 Grp Sat Flow(s),veh/h/ln1781 0 1744 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 3.0 0.0 9.7 17.2 3.6 8.2 5.4 24.5 14.1 10.6 27.9 2.2 Cycle Q Clear(g_c), s 3.0 0.0 9.7 17.2 3.6 8.2 5.4 24.5 14.1 10.6 27.9 2.2 Prop In Lane 1.00 0.40 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 372 0 314 315 565 479 159 1240 553 203 1329 593 V/C Ratio(X) 0.18 0.00 0.59 0.98 0.16 0.35 0.62 0.78 0.51 0.94 0.82 0.09 Avail Cap(c_a), veh/h 372 0 314 315 565 479 159 1240 553 203 1329 593 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.4 0.0 37.6 40.9 25.6 27.2 43.9 29.2 25.8 44.0 28.3 20.3 Incr Delay (d2), s/veh 1.1 0.0 7.8 45.2 0.6 2.0 17.1 5.0 3.4 49.3 5.9 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.4 0.0 4.8 11.4 1.7 3.3 3.1 11.0 5.7 7.4 12.6 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.5 0.0 45.4 86.1 26.2 29.2 61.1 34.2 29.2 93.3 34.2 20.6 LnGrp LOS C A D F C C E C C F C C Approach Vol, veh/h 251 566 1355 1339 Approach Delay, s/veh 41.7 59.7 35.1 42.1 Approach LOS D E D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s15.9 39.4 22.2 22.5 13.4 41.9 10.0 34.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s11.4 34.9 17.7 18.0 8.9 37.4 5.5 30.2 Max Q Clear Time (g_c+I1), s12.6 26.5 19.2 11.7 7.4 29.9 5.0 10.2 Green Ext Time (p_c), s 0.0 4.8 0.0 0.5 0.0 4.4 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 42.2 HCM 6th LOS D B-165 HCM 6th Signalized Intersection Summary 43: Western Avenue & Ave Aprenda 08/26/2020 RPV Western Ave 06/29/2020 2024 Proposed PM Synchro 10 Report NS Page 14 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 278 99 87 1090 1245 100 Future Volume (veh/h) 278 99 87 1090 1245 100 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1870 1870 1870 1870 Adj Flow Rate, veh/h 302 108 95 1185 1353 109 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 2 2 2 Cap, veh/h 391 140 214 1925 1925 859 Arrive On Green 0.31 0.31 0.54 0.54 0.54 0.54 Sat Flow, veh/h 1268 453 363 3647 3647 1585 Grp Volume(v), veh/h 411 0 95 1185 1353 109 Grp Sat Flow(s),veh/h/ln1725 0 363 1777 1777 1585 Q Serve(g_s), s 13.0 0.0 15.6 13.8 16.9 2.0 Cycle Q Clear(g_c), s 13.0 0.0 32.5 13.8 16.9 2.0 Prop In Lane 0.73 0.26 1.00 1.00 Lane Grp Cap(c), veh/h 532 0 214 1925 1925 859 V/C Ratio(X) 0.77 0.00 0.44 0.62 0.70 0.13 Avail Cap(c_a), veh/h 532 0 214 1925 1925 859 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.8 0.0 22.3 9.5 10.2 6.8 Incr Delay (d2), s/veh 10.4 0.0 6.5 1.5 2.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.2 0.0 1.6 4.6 5.8 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.3 0.0 28.8 10.9 12.4 7.1 LnGrp LOS C A C B B A Approach Vol, veh/h 411 1280 1462 Approach Delay, s/veh 29.3 12.3 12.0 Approach LOS C B B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 37.0 23.0 37.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 18.5 32.5 Max Q Clear Time (g_c+I1), s 34.5 15.0 18.9 Green Ext Time (p_c), s 0.0 0.5 8.4 Intersection Summary HCM 6th Ctrl Delay 14.3 HCM 6th LOS B B-166