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Home My WebLink AboutAppendix H1_TIA_V2Catavina Residential Development Draft Initial Study/Mitigated Negative Declaration September 2025 Appendix H1 Transportation Impact Analysis Catavina Residential Development Draft Initial Study/Mitigated Negative Declaration September 2025 This page intentionally left blank. - INTERNATIONAL Michael Baker MBAKERINTL.COM TRANSPORTATION IMPACT ANALYSIS Catavina Residential PREPARED FOR: Pacific Land Consultants 2168 Dickinson Drive Carlsbad, CA 92008 September 4, 2025 5050 Avenida Encinas, Suite 260, Carlsbad, CA 92008 Office: 760.476 9193 | Fax: 760.476.9198 Contact: jacob.swim@mbakerintl.com JN 205082 INTERNATIONAL INTERNATIONAL Michael Baker Michael Baker TABLE OF CONTENTS 1 EXECUTIVE SUMMARY ................................................................................................................4 1.1 Level of Service Analysis Results ...................................................................................................4 1.2 Vehicle Miles Traveled ..................................................................................................................6 2 INTRODUCTION ..........................................................................................................................7 2.1 Study Area .....................................................................................................................................7 3 ANALYSIS METHODOLOGY ........................................................................................................12 3.1 Intersection Analysis Methodology ............................................................................................12 3.2 Roadway Segment Analysis Methodology ..................................................................................13 3.3 Level of Service Analysis Performance Standards ......................................................................13 4 EXISTING CONDITIONS ..............................................................................................................14 4.1 Surrounding Roadway Network ..................................................................................................14 4.2 Existing Traffic Volumes ..............................................................................................................16 4.3 Existing Peak Hour Study Intersection LOS .................................................................................16 4.4 Existing Roadway Segment LOS Analysis ....................................................................................19 4.5 Existing Pedestrian, Bicycle, AND Transit Facilities .....................................................................19 5 PROPOSED PROJECT .................................................................................................................22 5.1 Project Forecast Trip Generation ................................................................................................22 5.2 Trip Distribution and Trip Assignment of Proposed Project .......................................................22 6 EXISTING PLUS PROJECT CONDITIONS .......................................................................................25 6.1 Existing Plus Project Peak Hour Study Intersection LOS .............................................................25 6.2 Existing Plus Project Roadway Segment LOS Analysis ................................................................26 7 OPENING YEAR 2027 WITHOUT PROJECT CONDITIONS ..............................................................28 7.1 Cumulative Projects ....................................................................................................................28 7.2 Opening Year 2027 Without Project Peak Hour Intersection LOS .............................................31 7.3 Opening Year 2027 Without Project Roadway Segment LOS .....................................................33 8 OPENING YEAR 2027 PLUS PROJECT CONDITIONS ......................................................................34 8.1 Opening Year 2027 plus Project Intersection Analysis ...............................................................34 8.2 Opening Year 2027 plus Project Roadway Segment LOS ............................................................37 9 TRAFFIC SIGNAL WARRANT ANALYSIS .......................................................................................38 10 SITE ACCESS ANALYSIS ..............................................................................................................39 11 FINDINGS AND RECOMMENDATIONS ........................................................................................41 11.1 Level of Service Analysis Results .................................................................................................41 11.2 Vehicle Miles Traveled ................................................................................................................43 Page i INTERNATIONAL INTERNATIONAL Michael Baker Michael Baker LIST OF EXHIBITS Exhibit 1 - Regional Vicinity Map ..................................................................................................................8 Exhibit 2 – Project Location Map ..................................................................................................................9 Exhibit 3- Proposed Site Plan ......................................................................................................................10 Exhibit 4- Study Area ...................................................................................................................................11 Exhibit 5- City of Palm Desert Roadway Network .......................................................................................15 Exhibit 6 – Existing Intersection Lane Configuration ..................................................................................17 Exhibit 7 – Existing Daily & AM/PM Peak Hour Traffic Volumes ................................................................18 Exhibit 8 – Existing & Planned Pedestrian and Bicycle Facilities.................................................................20 Exhibit 9 – Existing Transit Facilities ...........................................................................................................21 Exhibit 10 - Project Trip Distribution...........................................................................................................23 Exhibit 11 - Project Trip Assignment ...........................................................................................................24 Exhibit 12 – Existing Plus Project Daily & AM/PM Peak Hour Traffic Volumes ..........................................27 Exhibit 13– Cumulative Project Map...........................................................................................................29 Exhibit 14 – Cumulative Project Only Daily & AM/PM Peak Hour Traffic Volumes....................................30 Exhibit 15 – Opening Year 2027 Without Project Daily & AM/PM Peak Hour Traffic Volumes .................32 Exhibit 16 – Opening Year 2027 Plus Project Daily & AM/PM Peak Hour Traffic Volumes ........................36 LIST OF TABLES Table 1 –Existing And Existing Plus Project Intersection LOS Summary .......................................................5 Table 2 – Existing And Existing Plus Project Roadway Segment LOS Summary............................................5 Table 3 – Opening Year 2027 Without Project & Opening Year 2027 Plus Project Int LOS Summary .........6 Table 4 – Opening Year 2027 W/O Project & Opening Year 2027 Plus Project Roadway Segment LOS Summary .......................................................................................................................................................6 Table 5 - Level of Service & Delay Range ....................................................................................................12 Page ii INTERNATIONAL INTERNATIONAL Michael Baker Michael Baker Table 6 – Roadway Segment Capacity Thresholds......................................................................................13 Table 7 – Existing AM/PM Peak Hour Intersection LOS ..............................................................................16 Table 8 – Existing Roadway Segment LOS Analysis.....................................................................................19 Table 9 - ITE Trip Generation Rates ............................................................................................................22 Table 10 - Proposed Project Trip Generation .............................................................................................22 Table 11 – Existing & Existing Plus Project AM/PM Peak Hour Intersection LOS .......................................25 Table 12 – Existing & Existing Plus Project Roadway Segment LOS Comparison .......................................26 Table 13 – Cumulative Projects Trip Generation Summary ........................................................................28 Table 14 – Opening Year 2027 Without Project AM/PM Peak Hour Intersection LOS ...............................31 Table 15 – Opening Year 2027 Without Project Roadway Segment LOS ...................................................33 Table 16 – Opening Year 2027 Without & Plus Project AM/PM Peak Hour Int LOS...................................34 Table 17 – Opening Year 2027 Without & Plus Project Roadway Segment LOS Comparison ....................37 Table 18 – Traffic Signal Warrants ..............................................................................................................38 Table 19 –Existing And Existing Plus Project Intersection LOS Summary ...................................................42 Table 20 – Existing And Existing Plus Project Roadway Segment LOS Summary........................................42 Table 21 – Opening Year 2027 Without Project & Opening Year 2027 Plus Project Intersection LOS Summary .....................................................................................................................................................43 Table 22 – Opening Year 2027 Without Project And Opening Year 2027 Plus Project Roadway Segment LOS Summary ..............................................................................................................................................43 APPENDICES Appendix A: TIA Scoping Agreement Appendix B: Traffic Count Data & Signal Timing Appendix C: Existing Synchro Worksheets Appendix D: Existing Plus Project Synchro Worksheets Appendix E: Opening Year 2027 Without Project Synchro Worksheets Appendix F: Opening Year 2027 Plus Project Synchro Worksheets Appendix G: Traffic Signal Warrant Worksheets Page iii 1 EXECUTIVE SUMMARY INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS This study analyzes the forecast traffic conditions associated with the proposed Catavina Residential (Project) development located near the southwest corner of Frank Sinatra Drive and Portola Avenue in the City of Palm Desert. The Project consists of contructing 546 single family dwelling units on a site that is vacant and undeveloped. Vehicular access to the site will be provided via a driveway on Frank Sinatra Drive (directly across from Hollister Drive) and a driveway on Portola Avenue (directly across from Desert Willow Court). The Project is anticipated to be completed in Year 2027. The Project is forecast to generate approximately 4,810 daily trips with 349 AM peak hour trips and 490 PM peak hour trips. 1.1 LEVEL OF SERVICE ANALYSIS RESULTS This study evaluates traffic conditions that include AM and PM peak hour intersections level of service (LOS) analysis and roadway segment volume-to-capacity (v/c) analysis. According to the Palm Desert Traffic Impact Analysis Guidelines dated February 15, 2023, the City has identified LOS D as the threshold for acceptable operating conditions for intersections and roadway segments. The results of the LOS analysis are as follows: Existing Conditions – The results of the Existing conditions analysis show that all of the eight study intersections are currently operating at an acceptable level of service (LOS D or better). The results of the roadway segment analysis show that all of the six study segments are currently operating at an acceptable LOS C under existing conditions. Existing Plus Project Conditions – The results of the Existing Plus Project conditions analysis shows that all eight study intersections are currently operating at an acceptable LOS D or better. The results of the roadway segment analysis show that all of the study segments are forecast to operate acceptable LOS C when Project traffic is added to existing conditions. Table 1 provides a summary of the intersection LOS results for Existing and Existing Plus Project conditions. Table 2 provides a summary of the roadway segment LOS results for Existing and Existing Plus Project conditions. Since the addition of Project traffic does not degrade the study intersection operations or roadway segments to a deficient LOS E or F, improvements are not required at any of the study locations. Refer to Chapter 6 in this report for more information related to traffic control options 1 and 2 at Frank Sinatra Drive & Hollister Drive. Opening Year 2027 Without Project Conditions – The results of the Opening Year 2027 Without Project conditions analysis shows that all of the study intersections are forecast to operate at LOS D or better. All study segments are forecast to operate at an acceptable LOS C or better under Opening Year 2027 Without Project conditions. Opening Year 2027 Plus Project Conditions -With the addition of project-related traffic, all of the study intersections are forecast to operate at an acceptable LOS D or better. The results of the roadway segment analysis show that all of the study segments are forecast to operate acceptable LOS C when Project traffic is added to Opening Year 2027 Without Project conditions. Therefore, improvements are not required. Table 3 provides a summary of the intersection LOS results for Opening Year 2027 Without Project and Opening Year 2027 Plus Project conditions. Table 4 provides a summary of the roadway segment LOS results for Opening Year 2027 and Opening Year 2027 Plus Project conditions. Refer to Chapter 8 in this report for more information related to traffic control options 1 and 2 at Frank Sinatra Drive & Hollister Dr. Page 4 ---- INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS TABLE 1 –EXISTING AND EXISTING PLUS PROJECT INTERSECTION LOS SUMMARY Study Intersection Existing Traffic Control Existing Conditions AM PM Delay LOS Delay LOS Existing Plus Project Conditions Improv. AM PM Required? Delay LOS Delay LOS 1 -Cook Street & I-10 WB On Ramp Signal 22.0 – C 2.2 – A 22.1 – C 3.8 – A No 2 -Cook Street & I-10 EB On Ramp Signal 40.7 – D 33.4 – C 33.5 – C 34.6 – C No 3 -Cook Street & Gerald Ford Drive Signal 30.2 – C 34.5 – C 30.4 – C 34.7 – C No 4 -Frank Sinatra Drive & Hollister Drive TWSC 14.9 – B 15.7 – C 17.4 – C 23.3 – C No Option 1 – Center Raised Median RI/RO/LI 14.9 – B 15.7 – C 11.2 – B 11.3 – B -- Option 2 – Intall New Signal Signal 14.9 – B 15.7 – C 10.3 – B 12.1 – B -- 5 -Frank Sinatra Drive & Portola Avenue Signal 34.5 – C 37.9 – D 36.3 – D 44.2 – D No 6 -Frank Sinatra Drive & Cook Street Signal 19.0 – B 25.0 – C 22.1 – C 27.5 – C No 7 -Portola Avenue & Desert Willow Court TWSC 15.2 – C 19.4 – C 30.8 – D 32.7 – D No 8 -Portola Avenue & Country Club Drive Signal 42.1 – D 39.5 – D 45.5 – D 40.9 – D No Notes: Delay is expressed in seconds per vehicle. LOS = Level of Service TWSC = Two-Way Stop Control, worst approach delay and LOS reported. RI/RO/LI = Right-Turn In, Right-Turn Out, and Left-Turn In at the Project driveway. TABLE 2 – EXISTING AND EXISTING PLUS PROJECT ROADWAY SEGMENT LOS SUMMARY Roadway Segment Roadway Classification LOS C Capacity Existing ADT V/C LOS Existing Plus Project ADT V/C LOS Cook Street I-10 EB Ramps to Gerald Ford Drive Vehicular Oriented Arterials 45,000 35,067 0.78 C 36,510 0.81 C Gerald Ford Drive to Frank Sinatra Drive Vehicular Oriented Arterials 45,000 29,028 0.65 C 30,712 0.68 C Frank Sinatra Drive Hollister Drive to Portola Avenue Balanced Arterials 30,000 7,061 0.24 C 9,226 0.31 C Portola Avenue to Cook Street Balanced Arterials 30,000 10,362 0.35 C 12,286 0.41 C Portola Avenue Frank Sinatra Drive to Desert Willow Court Balanced Arterials 30,000 17,497 0.58 C 19,181 0.64 C Desert Willow Court to Country Club Drive Balanced Arterials 30,000 17,813 0.59 C 19,256 0.64 C LOS= Level of Service V/C= Volume to Capacity Ratio Roadway Classifications and LOS C Capacities were taken from the City of Palm Desert's General Plan, Mobility (Chapter 4). Page 5 ---- INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS TABLE 3 – OPENING YEAR 2027 WITHOUT PROJECT & OPENING YEAR 2027 PLUS PROJECT INTERSECTION LOS SUMMARY Study Intersection Existing Traffic Control Opening Year 2027 Without Project Conditions AM PM Delay LOS Delay LOS Opening Year 2027 Plus Project Conditions Improv. Required? AM PM Delay LOS Delay LOS 1 -Cook Street & I-10 WB On Ramp Signal 24.7 – C 8.0 – A 24.9 – C 9.3 – A No 2 -Cook Street & I-10 EB On Ramp Signal 50.7 – D 48.6 – D 53.0 – D 51.6 – D No 3 -Cook Street & Gerald Ford Drive Signal 49.8 – D 51.9 – D 50.2 – D 53.9 – D No 4 -Frank Sinatra Drive & Hollister Drive TWSC 15.5 – C 16.4 – C 18.1 – C 24.8 – C No Option 1 – Raised Center Median RI/RO/LI 15.5 – C 16.4 – C 11.3 – B 11.5 – B -- Option 2 - Signalized Signal 15.5 – C 16.4 – C 10.2 – B 12.2 – B -- 5 -Frank Sinatra Drive & Portola Avenue Signal 35.7 – D 39.4 – D 37.6 – D 46.4 – D No 6 -Frank Sinatra Drive & Cook Street Signal 19.7 – B 29.4 – C 22.9 – C 32.0 – C No 7 -Portola Avenue & Desert Willow Court TWSC 15.7 – C 20.4 – C 30.4 – D 31.6 – D No 8 -Portola Avenue & Country Club Drive Signal 45.6 - D 43.1 – D 50.4 – D 44.9 – D No Notes: Delay is expressed in seconds per vehicle. LOS = Level of Service TWSC = Two-Way Stop Control, worst approach delay and LOS reported. RI/RO/LI = Right-Turn In, Right-Turn Out, and Left-Turn In at the Project driveway. TABLE 4 – OPENING YEAR 2027 WITHOUT PROJECT AND OPENING YEAR 2027 PLUS PROJECT ROADWAY SEGMENT LOS SUMMARY Roadway Segment Classification LOS C Capacity Opening Year 2027 Without Project ADT V/C LOS Opening Year 2027 Plus Project ADT V/C LOS Cook Street I-10 EB Ramps to Gerald Ford Drive Vehicular Oriented Arterials 45,000 42,225 0.94 C 43,668 0.97 C Gerald Ford Drive to Frank Sinatra Drive Vehicular Oriented Arterials 45,000 35,924 0.80 C 37,608 0.84 C Frank Sinatra Drive Hollister Drive to Portola Avenue Balanced Arterials 30,000 7,503 0.25 C 9,668 0.32 C Portola Avenue to Cook Street Balanced Arterials 30,000 10,916 0.36 C 12,840 0.43 C Portola Avenue Frank Sinatra Drive to Desert Willow Court Balanced Arterials 30,000 20,590 0.69 C 22,274 0.74 C Desert Willow Court to Country Club Drive Balanced Arterials 30,000 20,919 0.70 C 22,362 0.75 C LOS= Level of Service V/C= Volume to Capacity Ratio Roadway Classifications and LOS C Capacities were taken from the City of Palm Desert's General Plan, Mobility (Chapter 4). 1.2 VEHICLE MILES TRAVELED To satisfy California Environmental Quality Act (CEQA), a Vehicle Miles Traveled (VMT) screening assessment and analysis was prepared for the Project under a separate memorandum. Page 6 2 INTRODUCTION INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS This study analyzes the forecast traffic conditions associated with the proposed Project located near the southwest corner of Frank Sinatra Drive and Portola Avenue in the City of Palm Desert, refer to Exhibit 1, Regional Vicinity Map. The site is bound by residential to the north and south, undeveloped and vacant land to the east, and residential to the west; refer to Exhibit 2 showing the Project Location Map. Regional access to the site is provided via Interstate 10 and Cook Street. Local access is provided via Frank Sinatra Drive and Portola Avenue. Exhibit 3 shows the Project Site Plan. The Project plans to construct 546 single family dwelling units and anticipated to be fully constructed in Year 2027. According to the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition), the Project is forecast to generate approximately 4,810 daily vehicle trips with 349 AM peak hour trips and 490 PM peak hour trips. 2.1 STUDY AREA The study evaluates the following eight (8) intersections during the AM and PM peak hours in the vicinity of the Project site: 1. Cook Street & I-10 WB On Ramp (Signalized) 2. Cook Street & I-10 EB On Ramp (Signalized) 3. Cook Street & Gerald Ford Drive (Signalized) 4. Frank Sinatra Drive & Hollister Drive (Two-Way Stop Control) 5. Frank Sinatra Drive & Portola Avenue (Signalized) 6. Frank Sinatra Drive & Cook Street (Signalized) 7. Portola Avenue & Desert Hollow Court (Two-Way Stop Control) 8. Portola Avenue & Country Club Drive (Signalized) The study evaluates the following six (6) roadway segments in the vicinity of the Project site: 1. Cook Street between I-10 EB Ramps and Gerald Ford Drive 2. Cook Street between Gerald Ford Drive and Frank Sinatra Drive 3. Frank Sinatra Drive between Hollister Drive and Portola Avenue 4. Frank Sinatra Drive between Portola Avenue and Cook Street 5. Portola Avenue between Frank Sinatra Drive and Desert Willow Court 6. Portola Avenue between Desert Willow Court and Country Club Drive Exhibit 4 shows the study locations. These eight (8) intersections and six (6) roadway segments have been identified in coordination with City staff as potential locations impacted by the Project. These study locations are analyzed for the following conditions:  Existing Conditions  Existing Plus Project Conditions  Opening Year 2027 Without Project Conditions  Opening Year 2027 Plus Project Conditions Page 7 L —— & )/H i o c @rOsPive, La Quinta 6 INTERNATIONAL Michael Baker Bermuda Dunes Palm Desert Indian Wells Rancho Mirage Hidden Palms Desert Palms Thousand Palms Coachella Valley National Wildlife Refuge Cahuilla “ 7 Hills ' 'L 0 S *111111 4s‘ 111 10 PROJECT 10 LOCATION 111 111 111 74 Not to Scale Regional Map Exhibit 1 Fr a n k Si n a t r a Dr i v e Gerald Ford Drive Pr o j e c t Si t e Co u n t r y Cl u b Dr i v e De s e r t Wi l l o w Co u r t 10 Ex i s t i n g Ro a d w a y II Monterey Avenue Hollister Drive Portola Avenue Portola Road Cook Street ©No t t o S c a l e IN T E R N A T I O N A L M e l B a k e r Le g e n d Pr o j e c t Si t e Pr o j e c t Lo c a t i o n Ma p Ex h i b i t 2 Source: MSA Consulting, INC. 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I -===----====1-1)-))/// . 31 30 ‘ 20 ‘ 20 27 26 25 1 24 23 22 21 1 20 119 1IR 113 14/ , ‘' ........................ ! ................L “ H 1.7 .G• 0 | 1 — / ■ // 4///7) 57471 /// y/ -e r —___ =======5" TT IT.. =:| 7——----------------------------1 m s III ill iM_ _ j________ ii TT 1 3 2 Fr a n k Si n a t r a Dr i v e Gerald Ford Drive Pr o j e c t Si t e Co u n t r y Cl u b Dr i v e De s e r t Wi l l o w Co u r t 5 6 8 10 # Pr o j e c t Si t e Le g e n d Ex i s t i n g Ro a d w a y Ex i s t i n g St u d y In t e r s e c t i o n # Fu t u r e St u d y In t e r s e c t i o n 4 7 Monterey Avenue Hollister Drive Portola Avenue Portola Road Cook Street ©No t t o S c a l e IN T E R N A T I O N A L M e l B a k e r St u d y Ar e a Ex h i b i t 4 As required by the City of Palm Desert, this transportation impact analysis has been prepared in accordance with the Palm Desert Traffic Impact Analysis Guidelines dated February 15, 2023 (City Guidelines). Michael Baker reviewed the study area, trip generation estimates, trip distribution, and other assumptions with City staff per the TIA Scoping Agreement contained in Appendix A. 3.1 INTERSECTION ANALYSIS METHODOLOGY Level of Service (LOS) is commonly used as a qualitative description of intersection operation and is based on traffic control and experienced delay at the intersection. The intersection analysis conforms to the operational analysis methodology outlined the Highway Capacity Manual (HCM 6th Edition) and performed utilizing Synchro 11 traffic analysis software. The HCM analysis methodology describes the operation of an intersection using a range of level of service from LOS A (free-flow conditions) to LOS F (severely congested conditions), based on the corresponding stopped delay experienced per vehicle for study intersections as shown in Table 5. For signalized intersections, signal timing data and parameters such as cycle lengths, splits, clearance intervals, etc. were obtained from the current signal timing data sheets provided by City staff and incorporated into the Synchro model. Synchro reports average vehicle delay for a signalized intersection, which correspond to a particular LOS, to describe the overall operation of an intersection. Unsignalized intersection LOS for all-way stops and roundabouts is based on the average vehicle delay for all approaches. Average vehicle delay for one-way or two-way stop-controlled intersections is influenced by available gaps in traffic flow on the non-controlled approaches and LOS is based on the approach with the worst delay. TABLE 5 - LEVEL OF SERVICE & DELAY RANGE A ≤ 10.0 ≤ 10.0 Operates with very low delay and most vehicles do not stop. B > 10.0 to 20.0 > 10.0 to 15.0 Operates with good progression with some restricted movements. C > 20.0 to 35.0 >15.1 to 25.0 Operates with significant number of vehicles stopping with some backup and light congestion. D > 35.0 to 55.0 > 25.0 to 35.0 Operates with noticeable congestion, longer delays occur, and many vehicles stop. E > 55.0 to 80.0 > 35.1 to 50.0 Operates with significant delay, extensive queuing and unfavorable progression. F > 80.0 > 50.0 Operates at a level that is unacceptable to most drivers. Arrival rates exceed capacity of the intersection. Extensive queuing occurs. Source: HCM 6th Edition Level of Service Unsignalized Intersections Description Control Delay (seconds/vehicle) 3 ANALYSIS METHODOLOGY INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS Signalized Intersections Page 12 - d = INTERNATIONAL Michael Baker Where: a = Existing Traffic Volume b = Opening Year Cumulative With Project Volume c = Proposed Project Trips d = Fair Share Percentage c (b-a) Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS 3.2 ROADWAY SEGMENT ANALYSIS METHODOLOGY The basis for roadway segment analysis is the relationship between the measured daily traffic volume and the Level of Service (LOS) capacity thresholds established according to roadway classifications. The analysis results provide a planning-level assessment of whether a segment is under, approaching, or over capacity. Table 6 presents the roadway segment capacity thresholds by LOS C contained in the Mobility Chapter of the City’s General Plan. TABLE 6 – ROADWAY SEGMENT CAPACITY THRESHOLDS Roadway Classification Number of Travel Lanes Maximum Two Way Average Daily Traffic (ADT) Volume LOS C Enhanced Arterials 6 45,000 Vehicular Oriented Arterials 6 45,000 Balanced Arterials 4 30,000 Enhanced Secondary Roadways 4 30,000 Secondary Streets 4 30,000 Downtown Collectors 2 10,000 Collector Streets 2 10,000 3.3 LEVEL OF SERVICE ANALYSIS PERFORMANCE STANDARDS The City of Palm Desert has identified LOS “D” as the threshold for acceptable operating conditions for intersections and roadway segments. For purposes of this analysis, improvements or fair share contributions are required if a project does not meet the following LOS standards: 1.) If the pre-project condition at an intersection or roadway segment is at or better than the minimum acceptable LOS (LOS D, or LOS E and the addition of project trips results in an unacceptable LOS (E or F). 2.) If the pre-project condition is LOS E or F and the project adds 50 or more peak hour trips to the intersection or roadway segment. This type of impact would be considered a “cumulative” project impact in which the project would be required to constribute a fair share payment toward reducing the impact. All fair share contributions are calculated using the following equation: Page 13 4 EXISTING CONDITIONS INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS 4.1 SURROUNDING ROADWAY NETWORK The characteristics of the roadway system in the vicinity of the project site are described below: Cook Street is a six-lane roadway trending in the north-south direction with left turn lanes provided at some roadways and driveways along the corridor. Cook Street is classified as a six-lane Vehicular Oriented Arterial per the City’s General Plan. This roadway will provide one of the primary vehicular access facilities to the project site. Sidewalks are provided on both sides of the roadway. On-street parking is generally not permitted and the posted speed limit is 55 MPH. Frank Sinatra Drive is a four-lane roadway with a raised median trending in the east-west direction. Frank Sinatra Drive is classified as a four-lane Balanced Arterial per the City’s General Plan. Sidewalks are provided intermittently on both sides of the street as well as Class II bike lanes. On-street parking is not permitted and the posted speed limit is 50 MPH. Project access is provided along Frank Sinatra Drive directly across from Hollister Drive where a dedicated left-turn lane is provided for the Project driveway. Portola Avenue is a four-lane roadway with a raised median trending in the north-south direction. Portola Avenue is classified as a four-lane Balanced Arterial per the City’s General Plan. Project access is provided along Portola Avenue directly across from Desert Willow Court. A center two-way left-turn lane is provided along Portola Avenue which will allow left turn movements into the Project site. Sidewalks are provided on the both sides of the street within the study area. The posted speed limit is 55 MPH. Exhibit 5 shows the City’s Proposed Circulation Network (Figure 4.1) per the adopted General Plan updated October 2024. Page 14 ( Ere A Country Club Dr —qre Qn€ § 2 S 8tn Q । ।L ।00Dr &-& 44 i UN Highway 111 ) El Paseo / 2 -Indian )—CY GrapevineSt-See Inset J TTT I I I T I i i i i i 8 22 9__ cd - 0 rc 0P y -- 18) gj118/ Fred Waring tlo Hovley Ln Wells 1 I | i c 2 4 Rancho Mirage Thousand Palms Gerald Ford Dr U/ - 1 City of Palm Desert General Plan Chapter 4: Mobility Figure 4.1 Proposed Circulation Network Updated: Oct 2024 Revisions include: CC RES 2019-76A 4-4 0 0.5 1 2 ■ Miles Enhanced Arterial — Secondary Street Local Street — Vehicular Oriented Arterial Collector Street _1 City Boundary Enhanced Secondary Roadway Downtown Collector Balanced Arterial — El Paseo 6 INTERNATIONAL Michael Baker Oa s i s C l u b D r FL 1 $ O R 2 T it o n S t / m i /P 7 / 1 / T r I L Po r t o l a A v e TI T I I I I Not to Scale City of Palm Desert Roadway Network Exhibit 5 -- INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS 4.2 EXISTING TRAFFIC VOLUMES To determine the existing operations of the study intersections, peak hour intersection movement counts were collected on Tuesday, February 4th, 2025. Morning (AM) peak period counts were collected between 7:00 AM to 9:00 AM and evening (PM) peak period counts were collected from 4:00 PM – 6:00 PM. The counts used in this analysis represent the highest hour within the peak periods counted for each intersection. 24-hour machine counts on study roadway segments were collected on February 4 th, 2025. Detailed count data is contained in Appendix B. It should be noted that the intersection of Frank Sinatra Drive & Portola Avenue was not counted due to active construction at the intersection. Existing AM and PM peak hour turning movement counts were estimated at Frank Sinatra Drive & Portola Avenue by using the clostest study intersections such as Frank Sinatra Drive & Cook Street and Portola Avenue & Country Club Drive. Exhibit 6 shows the Existing study intersection lane geometry. Exhibit 7 shows the Existing daily and AM/PM peak hour volumes at the study intersections. 4.3 EXISTING PEAK HOUR STUDY INTERSECTION LOS Table 7 summarizes Existing conditions AM and PM peak hour level of service for all study intersections. Detailed analysis sheets are contained in Appendix C. TABLE 7 – EXISTING AM/PM PEAK HOUR INTERSECTION LOS Study Intersection Traffic Control Existing Conditions AM PM Delay1 LOS Delay1 LOS 1 -Cook Street & I-10 WB On Ramp 2 -Cook Street & I-10 EB On Ramp 3 -Cook Street & Gerald Ford Drive 4 -Frank Sinatra Drive & Hollister Drive 5 -Frank Sinatra Drive & Portola Avenue 6 -Frank Sinatra Drive & Cook Street 7 -Portola Avenue & Desert Willow Court 8 -Portola Avenue & Country Club Drive Signal Signal Signal TWSC Signal Signal TWSC Signal 22.0 -C 2.2 -A 40.7 -D 33.4 -C 30.2 -C 34.5 -C 14.9 -B 15.7 -C 34.5 -C 37.9 -C 19.0 -B 25.0 -C 15.2 -C 19.4 -C 42.1 -D 39.5 -D Note: Deficient intersection operation indicated in bold. 1 Delay is expressed in seconds per vehicle. LOS = level of service. TWSC = Two Way Stop Control, worst approach delay and LOS reported. As shown in Table 7, all of study intersections are currently operating at an acceptable level of service (LOS D or better) under existing conditions. It may be noted that northbound traffic at the I-10 Ramps & Cook Street interchange has queued back to Gerald Ford Drive based on recent observations. The existing delays along this segment of Cook Street may be attributed to suboptimal signal timing at the I-10 Ramps & Cook Street interchange, which can lead to inefficient opeations and extended queues during peak hours. Therefore, coordination with Caltrans is recommended to review and adjust the signal timing to mitigate delays and improve traffic flow. Page 16 d Geral Ford Drive # Pr o j e c t S i t e Le g e n d Ex i s t i n g R o a d w a y Ex i s t i n g S t u d y I n t e r s e c t i o n # Fu t u r e S t u d y I n t e r s e c t i o n 268 1 3 2 Fr a n k Si n a t r a Dr i v e Pr o j e c t Si t e Co u n t r y Cl u b Dr i v e De s e r t Wi l l o w Co u r t 5 6 8 10 4 7 NB I- 1 0 SB I- 1 0 Ge r a l d Fo r d Dr Fr a n k Si n a t r a Dr Fr a n k Si n a t r a Dr Portola Rd Fr a n k Si n a t r a Dr Hollister Dr Driveway Co u n t r y Cl u b Dr Portola Ave Portola Ave Dr i v e w a y De s e r t Wi l l o w Ct LO O P Portola Ave 135 4 7 ## Pr o j e c t Si t e Ex i s t i n g St u d y In t e r s e c t i o n Pr o p o s e d Pr o j e c t Dr i v e w a y Ex i s t i n g Ro a d w a y Ex i s t i n g La n e Fu t u r e La n e Si g n a l i z e d St o p Co n t r o l l e d Le g e n d oss I I 1 0®gailat Monterey Avenue A y "ON2“Pit a41 Hollister Drive Portola Avenue Portola Road C Cook Street Tt Ci ePl Jvv‘&Jvv 000000-Cook St - Mf/- /2 Jv‘JWk 000 000 Cook St Cook St - /4/ At Cook St w •A s -----o l - No t t o S c a l e IN T E R N A T I O N A L M e l B a k e r Ex i s t i n g La n e Ge o m e t r y Ex h i b i t 6 d Geral Ford Drive # Pr o j e c t S i t e Le g e n d Ex i s t i n g R o a d w a y Ex i s t i n g S t u d y I n t e r s e c t i o n # Fu t u r e S t u d y I n t e r s e c t i o n 268 1 3 2 Fr a n k Si n a t r a Dr i v e Pr o j e c t Si t e Co u n t r y Cl u b Dr i v e De s e r t Wi l l o w Co u r t 5 6 8 10 4 7 NB I- 1 0 SB I- 1 0 Ge r a l d Fo r d Dr Fr a n k Si n a t r a Dr Fr a n k Si n a t r a Dr Portola Rd Fr a n k Si n a t r a Dr Hollister Dr Driveway Co u n t r y Cl u b Dr Portola Ave Portola Ave Dr i v e w a y De s e r t Wi l l o w Ct LO O P Portola Ave 44 / 659 407 / 369 11 1 / 1 3 / 0 1, 2 6 3 / 12 344 / 846 335 / 868 1,621 / 365 62 / 16 88 / 30 9 1 / 7 80 1 / 82 8 588 / 1,410 381 / 296 561 / 122 1,531 / 734 167 / 205 70 / 31 13 3 / 29 0 25 4 / 34 8 31 / 98 0 / 6 10 / 10 27 0 / 33 1 13 9 / 37 5 11 1 / 22 0 2 / 6 150 / 314 569 / 1,038 27 / 74 23 / 15 23 / 15 8 / 26 44 4 / 45 2 0 / 0 8 / 26 51 3 / 57 7 0 / 0 0 / 0 0 / 0 55 / 45 670 / 451 250 / 250 21 5 / 15 0 14 7 / 14 8 85 / 65 250 / 285 243 / 495 35 / 75 65 / 14 5 25 0 / 21 7 22 1 / 23 0 282 / 58 1,331 / 1,179 27 / 144 45 / 12 3 12 1 / 19 5 76 / 54 17 1 / 19 3 64 / 22 4 74 / 12 5 44 / 110 555 / 1,179 13 / 70 0 / 0 781 / 597 9 / 0 1 / 4 1 / 5 0 / 0 0 / 0 0 / 0 422 / 681 3 / 2 281 / 102 575 / 471 72 / 78 66 / 15 8 81 1 / 69 6 13 0 / 12 4 43 / 10 0 37 1 / 92 9 17 0 / 21 2 240 / 203 409 / 574 131 / 155 135 4 7 ## Pr o j e c t Si t e Ex i s t i n g St u d y In t e r s e c t i o n Pr o p o s e d Pr o j e c t Dr i v e w a y Ex i s t i n g Ro a d w a y Ex i s t i n g La n e Fu t u r e La n e AM / PM Pe a k Ho u r Vo l u m e s Av e r a g e Da i l y Tr a f f i c Vo l u m e Le g e n d ## / ## ## 17 , 8 1 3 17 , 4 9 7 10 , 3 6 2 7, 0 6 1 29 , 0 2 8 35 , 0 6 7 □ IOogailat Monterey Avenue A y "IN2“Pit a41 Hollister Drive Portola Avenue t Portola Road Cook Street Ci P.‘t ePl Jv J Cook St Cook St D Cook St Cook St l - No t t o S c a l e IN T E R N A T I O N A L M e l B a k e r Ex i s t i n g In t e r s e c t i o n Vo l u m e s Ex h i b i t 7 INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS 4.4 EXISTING ROADWAY SEGMENT LOS ANALYSIS Operating conditions and LOS for roadway segments are calculated based on the capacity of the roadway determined by the existing functional classification of the roadway and existing daily traffic volumes. Table 8 summarizes existing conditions average daily traffic LOS for all four study roadway segments based on the City’s roadway segment capacity thresholds (refer to Table 6 in this TIA). As shown, the study roadway segments currently operates at LOS C. TABLE 8 – EXISTING ROADWAY SEGMENT LOS ANALYSIS Roadway Segment No. Lanes Roadway Classification LOS C Capacity Existing Condition ADT V/C LOS Cook Street I-10 EB Ramps to Gerald Ford Drive 6 Vehicular Oriented Arterials 45,000 35,067 0.78 C Gerald Ford Drive to Frank Sinatra Drive 6 Vehicular Oriented Arterials 45,000 29,028 0.65 C Frank Sinatra Drive Hollister Drive to Portola Avenue 4 Balanced Arterials 30,000 7,061 0.24 C Portola Avenue to Cook Street 4 Balanced Arterials 30,000 10,362 0.35 C Portola Avenue Frank Sinatra Drive to Desert Willow Court 4 Balanced Arterials 30,000 17,497 0.58 C Desert Willow Court to Country Club Drive 4 Balanced Arterials 30,000 17,813 0.59 C ADT= Average Daily Traffic LOS= Level of Service V/C= Volume to Capacity Ratio Roadway Classifications and LOS C Capacities were taken from the City of Palm Desert's General Plan, Mobility (Chapter 4). 4.5 EXISTING PEDESTRIAN, BICYCLE, AND TRANSIT FACILITIES As shown in Exhibit 8, sidewalks are provided intermittently on Frank Sinatra Drive, Portola Avenue, Portola Road, Cook Street and Country Club Drive. Marked crosswalks at the signalized intersections within the study area are provided for pedestrians. Class II bike lanes are currently provided along Frank Sinatra Drive between Montery Avenue and Gerald Ford Drive. Along Portola Avenue, Class II bike lanes are also provided on both sides of the road. Transit service near the Project site is provided by Sun Line Transit Agency. As shown in Exhibit 9, transit Route 5 and 10 Commuter Link run along Cook Street. However, the closest bus stop is located near the intersection of Frank Sinatra Drive & Cook Street, which is over 1 mile (over 20-min walk) from the Project site. Page 19 1 3 2 5 6 8 # Pr o j e c t S i t e Le g e n d Ex i s t i n g R o a d w a y Ex i s t i n g S t u d y I n t e r s e c t i o n # Fu t u r e S t u d y I n t e r s e c t i o n 4 7 Fr a n k Si n a t r a Dr i v e Gerald Ford Drive Pr o j e c t Si t e Co u n t r y Cl u b Dr i v e De s e r t Wi l l o w Co u r t 10 1 3 6 7 2 5 4 Pr o j e c t Si t e Ex i s t i n g Ro a d w a y Ex i s t i n g Si d e w a l k Ex i s t i n g Cl a s s II Bi k e La n e St u d y In t e r s e c t i o n St u d y Dr i v e w a y 8 # # AFT SU.V UJwe t : I I S-e- "d r T v Y Up*1 If' asdas 1 V Uh L f A (rscol Monterey Avenue 53 — 1.4t (La pwpwns Hollister Drive Portola Avenue Portola Road 1 # Cook Street J91— cim 1 ¥ L. a rn Swl5 “I.W A 210)3 brssa 5 r send A tl—1 % $82 5 3 ©No t t o S c a l e IN T E R N A T I O N A L M e l B a k e r Le g e n d Ex i s t i n g Pe d e s t r i a n & Bi c y c l e Fa c i l i t i e s Ex h i b i t 8 1 3 2 # Pr o j e c t S i t e Le g e n d Ex i s t i n g R o a d w a y Ex i s t i n g S t u d y I n t e r s e c t i o n # Fu t u r e S t u d y I n t e r s e c t i o n Fr a n k Si n a t r a Dr i v e Gerald Ford Drive Pr o j e c t Si t e Co u n t r y Cl u b Dr i v e De s e r t Wi l l o w Co u r t 5 6 8 10 4 7 6 3 2 1 Le g e n d Pr o j e c t Si t e Ex i s t i n g Ro a d w a y Ex i s t i n g Bu s St o p Ro u t e 5 an d 10 Co m m u t e r Li n k St u d y In t e r s e c t i o n St u d y Dr i v e w a y # # Ro u t e 4 10 ST WI"SC__ 2 o3 Vr 4 2. > ft V t ( 5 O o Monterey Avenue Hollister Drive Portola Avenue Portola Road AO O OCook Street J-=1 n IV 9P= gal. —2 L sort eyeL V y r V ■ * No t t o S c a l e IN T E R N A T I O N A L M e l B a k e r Ex i s t i n g Tr a n s i t Fa c i l i t i e s Ex h i b i t 9 Land Use Intensity Daily Trips AM Peak Hour Trips PM Peak Hour Trips Total In : Out Total In : Out Single-Family Detached Housing 546 DU 4,810 349 87 : 262 490 309 : 181 Land Use ITE Code 1 Daily Trip Rate AM Peak Hour Rate PM Peak Hour Rate Total In : Out Total In : Out Single-Family Detached Housing 210 8.81 /DU 0.64 /DU 25% : 75% 0.90 /DU 63% : 37% 5 PROPOSED PROJECT INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS The Project proposes to construct 546 single family homes on vacant and undeveloped land. Regional access to the site is provided via the Interstate 10 & Cook Street interchange. 5.1 PROJECT FORECAST TRIP GENERATION In order to calculate vehicle trips forecast to be generated by the proposed Project, the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) was used to calculate the trip generation rates as summarized in Table 9 which are based on the proposed land use quantity. Table 10 summarizes the vehicular trip generation forecast to be generated by the project using the rates shown in Table 9. The site is vacant and undeveloped, therefore, no trip generation credit has been applied. As shown, the proposed Project is forecast to generate approximately 4,810 daily vehicle trips with 349 AM (87 inbound and 262 outbound) peak hour trips and 490 PM (309 inbound and 181 outbound) peak hour trips. TABLE 9 - ITE TRIP GENERATION RATES 1 Source: ITE Trip Generation Manual, 11th Edition. TABLE 10 - PROPOSED PROJECT TRIP GENERATION DU = Dwelling Units 5.2 TRIP DISTRIBUTION AND TRIP ASSIGNMENT OF PROPOSED PROJECT Project-generated trips were assigned to the surrounding roadway network based on the Project’s proximity to key transportation infrastructure, including freeway interchanges and major arterial roads. Existing traffic volumes at study intersections were analyzed to understand current traffic distribution and travel patterns. These patterns informed the allocation of Project-related traffic throughout the roadway network within the study area. Exhibit 10 shows the forecast trip percent distribution of Project traffic within the study area. The distribution of Project traffic assumes 15% travel north on Portola Avenue, 30% travel south via Portola Avenue, 15% travel west on Frank Sinatra Drive and 40% travel east towards Cook Street via Frank Sinatra Drive. Traffic entering and exiting the two Project access points was distributed with 45% assigned to Frank Sinatra Drive and 55% to Portola Avenue. Although the proposed development features a generally even distribution of housing units across the site, the analysis applied a slightly heavier traffic allocation to Portola Avenue. This 5% adjustment reflects the assumption that vehicles traveling southbound from the northern portion of the site are more likely to use the Portola Avenue access point. Exhibit 11 shows the corresponding forecast assignment of daily and AM/PM peak hour project-generated trips assuming the trip percent distribution shown in Exhibit 10. For details regarding the Project access points at Frank Sinatra Drive and Portola Avenue, please refer to Chapter 10 of this report. Exhibit 10 shows the percentage of U-turns at Portola Avenue under Option 1, refer to Chapter 6. Page 22 d Geral Ford Drive # Pr o j e c t S i t e Le g e n d Ex i s t i n g R o a d w a y Ex i s t i n g S t u d y I n t e r s e c t i o n # Fu t u r e S t u d y I n t e r s e c t i o n 268 1 3 2 Fr a n k Si n a t r a Dr i v e Pr o j e c t Si t e Co u n t r y Cl u b Dr i v e De s e r t Wi l l o w Co u r t 5 6 8 10 4 7 NB I- 1 0 SB I- 1 0 Ge r a l d Fo r d Dr Fr a n k Si n a t r a Dr Fr a n k Si n a t r a Dr Portola Rd Fr a n k Si n a t r a Dr Hollister Dr Driveway Co u n t r y Cl u b Dr Portola Ave Portola Ave Dr i v e w a y De s e r t Wi l l o w Ct 135 4 7 ## Pr o j e c t Si t e Ex i s t i n g St u d y In t e r s e c t i o n Pr o p o s e d Pr o j e c t Dr i v e w a y Ex i s t i n g Ro a d w a y In b o u n d Di s t r i b u t i o n Ou t b o u n d Di s t r i b u t i o n Pr o j e c t Di s t r i b u t i o n Le g e n d 15 % 40 % 30 % 15 % 10 % 10 % 10 % 5% 5% 35 % 15 % 15 % 30 % 15% 15% 15 % 15 % 30 % 5% 35% 25% 30% 10 % 10 % 10% ## % 15 % 15% 15 % 30% 5% 5% 30% 45% 5% 20% 15 % 10 % 20 % 20 % 20 % 10% 5% 35 % 5% 25 % 30 % 10% 10% 10% Portola Ave LO O P 15% V11Oe8 Monterey Avenue — Hollister Drive Portola Avenue Portola Road U Cook Street 3 orimet) ? tie llie 23. 14 v W Cook St Cook St I Cook St Cook St f No t t o S c a l e IN T E R N A T I O N A L M e l B a k e r Pr o j e c t Tr i p Di s t r i b u t i o n Ex h i b i t 10 d Geral Ford Drive # Pr o j e c t S i t e Le g e n d Ex i s t i n g R o a d w a y Ex i s t i n g S t u d y I n t e r s e c t i o n # Fu t u r e S t u d y I n t e r s e c t i o n 268 1 3 2 Fr a n k Si n a t r a Dr i v e Pr o j e c t Si t e Co u n t r y Cl u b Dr i v e De s e r t Wi l l o w Co u r t 5 6 8 10 4 7 NB I- 1 0 SB I- 1 0 Ge r a l d Fo r d Dr Fr a n k Si n a t r a Dr Fr a n k Si n a t r a Dr Portola Rd Fr a n k Si n a t r a Dr Hollister Dr Driveway Co u n t r y Cl u b Dr Portola Ave Portola Ave Dr i v e w a y De s e r t Wi l l o w Ct 135 4 7 ## Pr o j e c t Si t e Ex i s t i n g St u d y In t e r s e c t i o n Pr o p o s e d Pr o j e c t Dr i v e w a y Ex i s t i n g Ro a d w a y In b o u n d Di s t r i b u t i o n Ou t b o u n d Di s t r i b u t i o n Pr o j e c t Di s t r i b u t i o n Le g e n d 39 / 27 39 / 27 13 / 46 39 / 27 26 / 93 4 / 15 30 / 108 22 / 77 26 / 93 9 / 31 9 / 31 9 / 31 13 / 46 13 / 46 13 / 46 26 / 93 4 / 15 13 / 9 79 / 54 118 / 81 13 / 9 52 / 36 39 / 27 26 / 18 52 / 36 17 / 62 17 / 62 9 / 31 4 / 15 92 / 63 13 / 9 66 / 45 79 / 54 26 / 18 26 / 18 26 / 18 ## / ## Portola Ave LO O P 39 / 27 1, 4 4 3 1, 6 8 4 1, 9 2 4 1, 4 4 3 1, 6 8 4 1, 4 4 3 vIio«g Monterey Avenue Hollister Drive Portola Avenue t Portola Road Cook Street 1W Cook St Cook St Cook St Cook St It - No t t o S c a l e IN T E R N A T I O N A L M e l B a k e r Pr o j e c t Tr i p As s i g n m e n t Ex h i b i t 11 ---- 6 EXISTING PLUS PROJECT CONDITIONS INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS This chapter of the report evaluates the Existing Plus Project conditions. Existing Plus Project traffic volumes were derived by adding project only daily, AM and PM peak hour traffic volumes to Existing daily, AM and PM peak hour traffic volumes. Exhibit 12 shows the Existing Plus Project daily and AM/PM peak hour volumes at the study intersections. 6.1 EXISTING PLUS PROJECT PEAK HOUR STUDY INTERSECTION LOS Table 11 compares the Existing Conditions AM/PM peak hour LOS to the Existing Plus Project AM/PM peak hour LOS for all study intersections. Detailed analysis sheets are contained in Appendix D. TABLE 11 – EXISTING & EXISTING PLUS PROJECT AM/PM PEAK HOUR INTERSECTION LOS Study Intersection Existing Traffic Control Existing Conditions AM PM Delay LOS Delay LOS Existing Plus Project Conditions Improv. AM PM Required? Delay LOS Delay LOS 1 -Cook Street & I-10 WB On Ramp Signal 22.0 – C 2.2 – A 22.1 – C 3.8 – A No 2 -Cook Street & I-10 EB On Ramp Signal 40.7 – D 33.4 – C 33.5 – C 34.6 – C No 3 -Cook Street & Gerald Ford Drive Signal 30.2 – C 34.5 – C 30.4 – C 34.7 – C No 4 -Frank Sinatra Drive & Hollister Drive TWSC 14.9 – B 15.7 – C 17.4 – C 23.3 – C No Option 1 – Center Raised Median RI/RO/LI 14.9 – B 15.7 – C 11.2 – B 11.3 – B -- Option 2 – Install New Signal Signal 14.9 – B 15.7 – C 10.3 – B 12.1 – B -- 5 -Frank Sinatra Drive & Portola Avenue Signal 34.5 – C 37.9 – D 36.3 – D 44.2 – D No 6 -Frank Sinatra Drive & Cook Street Signal 19.0 – B 25.0 – C 22.1 – C 27.5 – C No 7 -Portola Avenue & Desert Willow Court TWSC 15.2 – C 19.4 – C 30.8 – D 32.7 – D No 8 -Portola Avenue & Country Club Drive Signal 42.1 – D 39.5 – D 45.5 – D 40.9 – D No Notes: Delay is expressed in seconds per vehicle. LOS = Level of Service TWSC = Two-Way Stop Control, worst approach delay and LOS reported. RI/RO/LI = Right-Turn In, Right-Turn Out, and Left-Turn In at the Project driveway. As shown in Table 11, all of the study intersections are operating at an acceptable LOS D or better under Existing Plus Project Conditions in the AM and PM peak hour. As such, improvements are not required. At the intersection of Frank Sinatra Drive and Hollister Drive/Project Access Driveway, two traffic control options are being considered (refer to Chapter 10 for more details):  Option 1 involves a two-way stop-controlled intersection restricting northbound left-turn movements at the Project driveway due to a center raised median, while permitting right-turns in, right-turns out, and left-turns in. These same turn movements would apply to the southbound approach on Hollister Drive. With the addition of Project-related traffic, this configuration is projected to operate at LOS B during both the AM and PM peak hours. Page 25 INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS  Option 2 assumes the installation of a new traffic signal at the Project driveway. Under this scenario, the intersection is also forecast to operate at LOS B during the AM and PM peak hours. It may be noted that a new traffic signal is not required to improve LOS operations as the two- way stop-controlled intersection operates at acceptable LOS D or better when Project-related traffic is added to the intersection. If Option 2 is approved by the City, the developer would be responsible for constructing the new traffic signal, or provide a fair-share payment towards the new traffic signal, or post a bond for the fair-share payment of the new traffic signal. 6.2 EXISTING PLUS PROJECT ROADWAY SEGMENT LOS ANALYSIS Table 12 presents a LOS comparison of the Existing Conditions roadway segment analysis and Existing Plus Project Conditions analysis. As shown, all of the study segments are forecast to operate at LOS C with Project traffic. Therefore, no improvements are required. TABLE 12 – EXISTING & EXISTING PLUS PROJECT ROADWAY SEGMENT LOS COMPARISON Roadway Segment Roadway Classification LOS C Capacity Existing ADT V/C LOS Existing Plus Project ADT V/C LOS Cook Street I-10 EB Ramps to Gerald Ford Drive Vehicular Oriented Arterials 45,000 35,067 0.78 C 36,510 0.81 C Gerald Ford Drive to Frank Sinatra Drive Vehicular Oriented Arterials 45,000 29,028 0.65 C 30,712 0.68 C Frank Sinatra Drive Hollister Drive to Portola Avenue Balanced Arterials 30,000 7,061 0.24 C 9,226 0.31 C Portola Avenue to Cook Street Balanced Arterials 30,000 10,362 0.35 C 12,286 0.41 C Portola Avenue Frank Sinatra Drive to Desert Willow Court Balanced Arterials 30,000 17,497 0.58 C 19,181 0.64 C Desert Willow Court to Country Club Drive Balanced Arterials 30,000 17,813 0.59 C 19,256 0.64 C LOS= Level of Service V/C= Volume to Capacity Ratio Roadway Classifications and LOS C Capacities were taken from the City of Palm Desert's General Plan, Mobility (Chapter 4). Page 26 d Geral Ford Drive # Pr o j e c t S i t e Le g e n d Ex i s t i n g R o a d w a y Ex i s t i n g S t u d y I n t e r s e c t i o n # Fu t u r e S t u d y I n t e r s e c t i o n 268 1 3 2 Fr a n k Si n a t r a Dr i v e Pr o j e c t Si t e Co u n t r y Cl u b Dr i v e De s e r t Wi l l o w Co u r t 5 6 8 10 4 7 NB I- 1 0 SB I- 1 0 Ge r a l d Fo r d Dr Fr a n k Si n a t r a Dr Fr a n k Si n a t r a Dr Portola Rd Fr a n k Si n a t r a Dr Hollister Dr Driveway Co u n t r y Cl u b Dr Portola Ave Portola Ave Dr i v e w a y De s e r t Wi l l o w Ct LO O P Portola Ave 44 / 659 407 / 369 11 1 / 1 3 / 0 1, 2 7 6 / 58 344 / 846 374 / 895 1,634 / 411 62 / 16 88 / 30 9 1 / 7 81 4 / 87 4 627 / 1,437 420 / 323 561 / 122 1,557 / 827 167 / 205 70 / 31 13 3 / 29 0 25 4 / 34 8 31 / 98 0 / 6 10 / 10 27 0 / 33 1 13 9 / 37 5 11 5 / 23 5 2 / 6 163 / 323 648 / 1,092 27 / 74 46 / 30 8 / 26 48 3 / 47 9 26 / 93 8 / 26 51 3 / 57 7 13 / 46 118 / 81 64 / 76 674 / 466 250 / 250 21 5 / 15 0 16 4 / 21 0 10 2 / 12 7 250 / 285 256 / 504 87 / 111 39 / 27 91 / 16 3 30 2 / 25 3 22 1 / 23 0 312 / 166 1,331 / 1,179 27 / 144 45 / 12 3 12 5 / 21 0 76 / 54 26 3 / 25 6 77 / 23 3 74 / 12 5 44 / 110 555 / 1,179 13 / 70 22 / 77 781 / 597 9 / 0 1 / 4 1 / 5 66 / 45 79 / 54 26 / 93 422 / 681 3 / 2 307 / 120 601 / 489 98 / 96 75 / 18 9 81 1 / 69 6 13 0 / 12 4 52 / 13 1 37 1 / 92 9 17 0 / 21 2 240 / 203 418 / 605 131 / 155 135 4 7 ## Pr o j e c t Si t e Ex i s t i n g St u d y In t e r s e c t i o n Pr o p o s e d Pr o j e c t Dr i v e w a y Ex i s t i n g Ro a d w a y Ex i s t i n g La n e Fu t u r e La n e AM / PM Pe a k Ho u r Vo l u m e s Av e r a g e Da i l y Tr a f f i c Vo l u m e Le g e n d ## / ## ## 19 , 2 5 6 19 , 1 8 1 12 , 2 8 6 9, 2 2 5 30 , 7 1 2 36 , 5 1 0 □ IOogailat Monterey Avenue A y "IN2“Pit a41 Hollister Drive Portola Avenue t Portola Road Cook Street Ci P.‘t ePl —IW Jv J Cook St Cook St D Cook St Cook St l - No t t o S c a l e IN T E R N A T I O N A L M e l B a k e r Ex i s t i n g Pl u s Pr o j e c t Da i l y an d AM / P M Pe a k Ho u r Vo l u m e s Ex h i b i t 12 7 OPENING YEAR 2027 WITHOUT PROJECT CONDITIONS INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS 7.1 CUMULATIVE PROJECTS Based on consultation with City staff and review of the City’s Land Development Project map, Michael Baker found 17 cumulative projects that would add project-related traffic to the study area. Exhibit 13 shows the location of the cumulative projects. Table 13 presents the trip generation for the 17 cumulative projects. As shown, the cumulative projects are expected to generate approximately 23,017 daily vehicle trips with 1,202 AM peak hour and 1,867 PM peak hour trips. TABLE 13 – CUMULATIVE PROJECTS TRIP GENERATION SUMMARY Project Land Use Intensity Daily Traffic AM Peak Hour Total Inbound Outbound Total PM Peak Hour Inbound Outbound 1 Dolce SFR 132 DU 1,303 96 24 72 129 81 48 2 Vitalia Apartments Affordable Multifam 269 DU 1,143 116 34 82 124 73 51 3 Santa Barbera Condominiums SFAR 32 DU 193 11 3 8 15 9 6 4 Refuge Specific Plan Mixed Residential 969 DU 7,267 476 125 351 610 377 233 TOTAL (10% Assumed in Cum. Analysis) 727 48 13 35 61 38 23 5 Montage SFR 63 DU 660 49 12 37 64 41 23 6 Millenium Specific Plan Parcel 2 Gen Commercial 35 TSF 1,707 83 50 33 231 115 116 Parcel 3 Region Commercial 235 TSF 8,697 197 122 75 799 384 415 Parcel 4 Industrial 110 TSF 536 81 72 9 72 10 62 Parcel 5(Stay Bridge Hotel) Hotel 96 Rooms 617 41 23 18 43 22 21 Parcel 6 Planned Commercial 134 TSF 9,048 232 144 88 695 341 354 Parcel 7 (Millenium Apartments) Mixed Income Res 330 DU 1,370 137 40 97 152 90 62 Parcel 8 (Palm Villas Apartments) Affordable Multifam 241 DU 1,038 106 31 75 11 65 46 TOTAL 23,013 877 482 395 2,003 1,027 1,076 TOTAL (10% Assumed in Cum. Analysis) 2,301 88 48 40 200 103 108 7 University Park SF and MF Res 550 DU 4,852 351 88 263 493 311 182 MF 550 DU 3,601 193 46 147 257 162 95 TOTAL 8,453 544 134 410 750 473 277 TOTAL (50% Assumed in Cum. Analysis) 4,227 272 67 205 375 237 139 11 University Medical Office Park Medical Office 94.7 TSF 3,242 256 207 49 281 70 211 Office 20.0 TSF 286 42 37 5 44 7 37 TOTAL 3,528 298 244 54 325 77 248 14 Spanish Walk Apartments Affordable Multifam 150 DU 699 72 21 51 69 41 28 15 DSRT Surf 5,496 304 147 157 16 Villa Portofino 30 DU 178 10 2 8 14 8 6 17 Bravo Garden Apartments 388 DU 2,562 143 34 109 187 118 69 Total Cumulative Project Trips 23,017 1,202 502 701 1,867 972 905 TSF = Thousand Square Feet; DU=Dwelling Unit; AC = Acres Traffic from these 17 cumulative projects were distributed onto the roadway network and the study intersections and roadway segments. Exhibit 14 shows the cumulative project only daily and AM/PM peak hour traffic volumes. Page 28 1 3 2 Fr a n k Si n a t r a Dr i v e Gerald Ford Drive Pr o j e c t Si t e Co u n t r y Cl u b Dr i v e De s e r t Wi l l o w Co u r t 5 6 8 10 4 7 1 2 3 4 5 6 7 11 14 15 16 17 1. Do l c e 2. Vi t a l i a Ap a r t m e n t s 3. Sa n t a Ba r b e r a Co n d o m i n i u m s 4. Re f u g e Sp e c i c Pl a n 5. Mo n t a g e 6. Mi l l e n i u m Sp e c i c Pl a n 7. Un i v e r s i t y Pa r k Li s t of Cu m u l a t i v e Pr o j e c t s 11 . Un i v e r s i t y Me d i c a l Oﬃ c e Pa r k 14 . Sp a n i s h Wa l k Ap a r t m e n t s 15 . DS R T Su r f 16 . Vi l l a Po r t o n o 17 . Br a v o Ga r d e n Ap a r t m e n t s Pr o j e c t Si t e St u d y In t e r s e c t i o n St u d y Dr i v e w a y Ex i s t i n g Ro a d w a y Cu m u l a t i v e Pr o j e c t Le g e n d # # # Monterey Avenue Hollister Drive Portola Avenue Portola Road I•wyw -heL-T Cook Street 257 yey o-0 2 / ONo t t o S c a l e IN T E R N A T I O N A L M e l B a k e r Cu m u l a t i v e Pr o j e c t Lo c a t i o n Ma p Ex h i b i t 13 d Geral Ford Drive # Pr o j e c t S i t e Le g e n d Ex i s t i n g R o a d w a y Ex i s t i n g S t u d y I n t e r s e c t i o n # Fu t u r e S t u d y I n t e r s e c t i o n 268 1 3 2 Fr a n k Si n a t r a Dr i v e Pr o j e c t Si t e Co u n t r y Cl u b Dr i v e De s e r t Wi l l o w Co u r t 5 6 8 10 4 7 NB I- 1 0 SB I- 1 0 Ge r a l d Fo r d Dr Fr a n k Si n a t r a Dr Fr a n k Si n a t r a Dr Portola Rd Fr a n k Si n a t r a Dr Hollister Dr Driveway Co u n t r y Cl u b Dr Portola Ave Portola Ave Dr i v e w a y De s e r t Wi l l o w Ct LO O P Portola Ave 0 / 7 12 3 / 19 4 0 / 8 138 / 200 123 / 194 12 3 / 19 4 138 / 208 138 / 192 216 / 253 20 / 115 12 / 25 31 / 17 6 / 5 18 2 / 29 8 4 / 5 32 / 51 37 / 38 65 / 87 3 / 2 79 / 96 2 / 1 1 / 2 67 / 98 1 / 3 50 / 165 0 / 3 0 / 3 0 / 3 101 / 129 0 / 3 0 / 7 0 / 8 0 / 18 0 / 8 1 / 17 1 / 1 0 / 1 0 / 7 79 / 96 67 / 98 3 / 2 1 / 3 135 4 7 ## Pr o j e c t Si t e Ex i s t i n g St u d y In t e r s e c t i o n Pr o p o s e d Pr o j e c t Dr i v e w a y Ex i s t i n g Ro a d w a y Ex i s t i n g La n e Fu t u r e La n e AM / PM Pe a k Ho u r Vo l u m e s Av e r a g e Da i l y Tr a f f i c Vo l u m e Le g e n d ## / ## ## 2, 3 9 3 2, 3 9 3 14 0 16 0 5, 7 3 5 5, 7 5 5 □ 1OO8 Monterey Avenue Hollister Drive Portola Avenue t Portola Road Cook Street Cook St Cook St D Cook St Cook St f No t t o S c a l e IN T E R N A T I O N A L M e l B a k e r Cu m u l a t i v e Pr o j e c t s Pr o j e c t s Da i l y an d AM / P M Pe a k Ho u r Vo l u m e s Ex h i b i t 14 -- Study Intersection Traffic Control Opening Year 2027 Without Project Conditions AM PM Delay1 LOS Delay1 LOS 1 -Cook Street & I-10 WB On Ramp Signal 24.7 -C 8.0 -A 2 -Cook Street & I-10 EB On Ramp Signal 50.7 -D 48.6 -D 3 -Cook Street & Gerald Ford Drive Signal 49.8 -D 51.9 -D 4 -Frank Sinatra Drive & Hollister Drive TWSC 15.5 -C 16.4 -C 5 -Frank Sinatra Drive & Portola Avenue Signal 35.7 -D 39.4 -D 6 -Frank Sinatra Drive & Cook Street Signal 19.7 -B 29.4 -C 7 -Portola Avenue & Desert Willow Court TWSC 15.7 -C 20.4 -C 8 -Portola Avenue & Country Club Drive Signal 45.6 -D 43.1 -D INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS 7.2 OPENING YEAR 2027 WITHOUT PROJECT PEAK HOUR INTERSECTION LOS Traffic volumes for the Opening Year 2027 Without Project scenario were derived by adding cumulative project traffic to existing plus ambient growth traffic. A 2.0% annual ambient growth rate to account for population, household and employment growth within the City of Palm Desert was applied to the existing daily, AM and PM peak hour traffic volumes for two years (2025 to 2027) from existing counts to the projects opening year i.e. representing a total 4% growth. Exhibit 15 shows the Opening Year 2027 Without Project AM/PM peak hour traffic volumes at the study intersections. Table 14 summarizes the Opening Year 2027 Without Project AM and PM peak hour levels of service for all study intersections. Detailed analysis sheets are contained in Appendix E. TABLE 14 – OPENING YEAR 2027 WITHOUT PROJECT AM/PM PEAK HOUR INTERSECTION LOS Note: Deficient intersection operation indicated in bold. 1 Delay is expressed in seconds per vehicle. LOS = level of service. TWSC = Two Way Stop Control, worst approach delay and LOS reported. As shown in Table 14, all of the study intersections are forecast to operate at acceptable LOS D or better under Opening Year 2027 Without Project conditions. Page 31 d Geral Ford Drive # Pr o j e c t S i t e Le g e n d Ex i s t i n g R o a d w a y Ex i s t i n g S t u d y I n t e r s e c t i o n # Fu t u r e S t u d y I n t e r s e c t i o n 268 1 3 2 Fr a n k Si n a t r a Dr i v e Pr o j e c t Si t e Co u n t r y Cl u b Dr i v e De s e r t Wi l l o w Co u r t 5 6 8 10 4 7 NB I- 1 0 SB I- 1 0 Ge r a l d Fo r d Dr Fr a n k Si n a t r a Dr Fr a n k Si n a t r a Dr Portola Rd Fr a n k Si n a t r a Dr Hollister Dr Driveway Co u n t r y Cl u b Dr Portola Ave Portola Ave Dr i v e w a y De s e r t Wi l l o w Ct LO O P Portola Ave 46 / 685 423 / 391 11 5 / 1 3 / 0 1, 4 3 7 / 19 9 358 / 888 486 / 1,103 1,809 / 574 64 / 17 92 / 32 1 1 / 7 95 6 / 1, 0 5 5 750 / 1,674 534 / 500 799 / 380 1,612 / 878 186 / 238 73 / 32 16 9 / 31 9 27 0 / 36 7 32 / 10 2 0 / 6 10 / 10 46 3 / 64 2 14 8 / 39 5 14 7 / 28 0 2 / 6 193 / 364 657 / 1,167 28 / 77 24 / 16 24 / 16 8 / 27 46 2 / 47 0 0 / 0 8 / 27 53 4 / 60 0 0 / 0 0 / 0 0 / 0 60 / 49 776 / 565 262 / 261 22 4 / 15 8 15 3 / 15 4 88 / 68 260 / 296 319 / 612 36 / 78 69 / 15 4 26 0 / 22 6 23 0 / 23 9 293 / 60 1,434 / 1,220 28 / 150 47 / 12 8 12 6 / 20 3 79 / 59 17 8 / 20 1 67 / 23 3 77 / 13 3 46 / 117 678 / 1,355 14 / 76 0 / 0 812 / 621 9 / 0 1 / 4 1 / 5 0 / 0 0 / 0 0 / 0 439 / 708 3 / 2 292 / 106 598 / 490 75 / 88 69 / 17 2 84 3 / 74 2 13 5 / 13 7 45 / 10 4 38 7 / 98 3 17 8 / 22 1 250 / 212 425 / 597 136 / 168 135 4 7 ## Pr o j e c t Si t e Ex i s t i n g St u d y In t e r s e c t i o n Pr o p o s e d Pr o j e c t Dr i v e w a y Ex i s t i n g Ro a d w a y Ex i s t i n g La n e Fu t u r e La n e AM / PM Pe a k Ho u r Vo l u m e s Av e r a g e Da i l y Tr a f f i c Vo l u m e Le g e n d ## / ## ## 20 , 9 1 9 20 , 5 9 0 10 , 9 1 6 7, 5 0 3 35 , 9 2 4 42 , 2 2 5 □ IOogailat Monterey Avenue A y "IN2“Pit a41 Hollister Drive Portola Avenue t Portola Road Cook Street Ci P.‘t ePl Jv J Cook St Cook St D Cook St Cook St l - No t t o S c a l e IN T E R N A T I O N A L M e l B a k e r Op e n i n g Ye a r 20 2 7 wi t h o u t Pr o j e c t Da i l y an d AM / P M Pe a k Ho u r Vo l u m e s Ex h i b i t 15 INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS 7.3 OPENING YEAR 2027 WITHOUT PROJECT ROADWAY SEGMENT LOS Daily traffic from the 17 cumulative projects were added to existing daily traffic volumes with the 2% ambient growth rate for two years (total 4%) at the study roadway segments to derive the Opening Year 2027 Without Project daily traffic volumes. Table 15 presents the roadway segment LOS analysis for the Opening Year 2027 Without Project condition. As shown, all of the study segments are forecast to operate at an acceptable LOS. TABLE 15 – OPENING YEAR 2027 WITHOUT PROJECT ROADWAY SEGMENT LOS Roadway Segment No. Lanes Classification LOS C Capacity Opening Year 2027 Without Project ADT V/C LOS Cook Street I-10 EB Ramps to Gerald Ford Drive 6 Vehicular Oriented Arterials 45,000 42,225 0.94 C Gerald Ford Drive to Frank Sinatra Drive 6 Vehicular Oriented Arterials 45,000 35,924 0.80 C Frank Sinatra Drive Hollister Drive to Portola Avenue 4 Balanced Arterials 30,000 7,503 0.25 C Portola Avenue to Cook Street 4 Balanced Arterials 30,000 10,916 0.36 C Portola Avenue Frank Sinatra Drive to Desert Willow Court 4 Balanced Arterials 30,000 20,590 0.69 C Desert Willow Court to Country Club Drive 4 Balanced Arterials 30,000 20,919 0.70 C ADT= Average Daily Traffic LOS= Level of Service V/C= Volume to Capacity Ratio Roadway Classifications and LOS C Capacities were taken from the City of Palm Desert's General Plan, Mobility (Chapter 4). Page 33 ---- 8 OPENING YEAR 2027 PLUS PROJECT CONDITIONS INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS 8.1 OPENING YEAR 2027 PLUS PROJECT INTERSECTION ANALYSIS Traffic volumes for the Opening Year 2027 Plus Project scenario were derived by adding Project traffic to Opening Year 2027 Without Project traffic. Exhibit 16 shows the Opening Year 2027 Plus Project daily and AM/PM peak hour traffic volumes at the study intersections. Table 16 compares the Opening Year 2027 Without Project LOS to the Opening Year 2027 Plus Project AM and PM peak hour LOS for all study intersections. Detailed analysis sheets are contained in Appendix F. TABLE 16 – OPENING YEAR 2027 WITHOUT & PLUS PROJECT AM/PM PEAK HOUR INT LOS Study Intersection Existing Traffic Control Opening Year 2027 Without Project Conditions AM PM Delay LOS Delay LOS Opening Year 2027 Plus Project Conditions Improv. Required? AM PM Delay LOS Delay LOS 1 -Cook Street & I-10 WB On Ramp Signal 24.7 – C 8.0 – A 24.9 – C 9.3 – A No 2 -Cook Street & I-10 EB On Ramp Signal 50.7 – D 48.6 – D 53.0 – D 51.6 – D No 3 -Cook Street & Gerald Ford Drive Signal 49.8 – D 51.9 – D 50.2 – D 53.9 – D No 4 -Frank Sinatra Drive & Hollister Drive TWSC 15.5 – C 16.4 – C 18.1 – C 24.8 – C No Option 1 – Center Raised Median RI/RO/LI 15.5 – C 16.4 – C 11.3 – B 11.5 – B -- Option 2 – Install New Signal Signal 15.5 – C 16.4 – C 10.2 – B 12.2 – B -- 5 -Frank Sinatra Drive & Portola Avenue Signal 35.7 – D 39.4 – D 37.6 – D 46.4 – D No 6 -Frank Sinatra Drive & Cook Street Signal 19.7 – B 29.4 – C 22.9 – C 32.0 – C No 7 -Portola Avenue & Desert Willow Court TWSC 15.7 – C 20.4 – C 30.4 – D 31.6 – D No 8 -Portola Avenue & Country Club Drive Signal 45.6 - D 43.1 – D 50.4 – D 44.9 – D No Notes: Delay is expressed in seconds per vehicle. LOS = Level of Service TWSC = Two-Way Stop Control, worst approach delay and LOS reported. RI/RO/LI = Right-Turn In, Right-Turn Out, and Left-Turn In at the Project driveway. As shown in Table 16, all of the study intersections are forecast to operate at an acceptable LOS D or better under Opening Year 2027 Without and With Project Conditions in the AM and PM peak hour. Therefore, improvements at any of the study intersections is not required. At the intersection of Frank Sinatra Drive and Hollister Drive/Project Access Driveway, two traffic control options are being considered (refer to Chapter 10 for more details):  Option 1 involves restricting northbound left-turn movements at the Project driveway due to a center raised median, while permitting right-turns in, right-turns out, and left-turns in. These same turn movements would apply to the southbound approach on Hollister Drive. With the addition of Project-related traffic, this configuration is projected to operate at LOS B during both the AM and PM peak hours. Project-related traffic will make a northbound right turn and proceed eastbound to the signalized intersection at Frank Sinatra Drive & Portola Avenue. At this signal, it Page 34 INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS is assumed that 15% of project traffic (approx. 39 AM and 27 PM peak hour trips) intending to travel westbound on Frank Sinatra Drive will perform a U-turn. The existing eastbound left-turn pocket at this location is 140 feet in length. Under the Opening Year 2027 Plus Project scenario, the analysis indicates that during the AM peak hour, the 95th percentile queue length is approximately 168 feet, exceeding the available storage by 28 feet. The 50th percentile queue is approximately 89 feet. During the PM peak hour, the 95th percentile queue reaches 243 feet, exceeding storage by 103 feet, while the 50th percentile queue is 133 feet. It may be noted that some motorists may opt to make a U-turn at Shepherd Lane, prior to reaching the Portola Avenue signal. As a result, the projected queue lengths at the signalized intersection may not fully materialize. Therefore, no improvements to the eastbound left-turn lane at Frank Sinatra Drive & Portola Avenue are proposed.  Option 2 assumes the installation of a new traffic signal at the Project driveway. Under this scenario, the intersection is also forecast to operate at LOS B during the AM and PM peak hours. It may be noted that a new traffic signal is not required to improve LOS operations as the two- way stop-controlled intersection operates at acceptable LOS D or better when Project-related traffic is added to the intersection. If Option 2 is approved by the City, the developer would be responsible for constructing the new traffic signal, or provide a fair-share payment towards the new traffic signal, or post a bond for the fair-share payment of the new traffic signal. Page 35 d Geral Ford Drive # Pr o j e c t S i t e Le g e n d Ex i s t i n g R o a d w a y Ex i s t i n g S t u d y I n t e r s e c t i o n # Fu t u r e S t u d y I n t e r s e c t i o n 268 1 3 2 Fr a n k Si n a t r a Dr i v e Pr o j e c t Si t e Co u n t r y Cl u b Dr i v e De s e r t Wi l l o w Co u r t 5 6 8 10 4 7 NB I- 1 0 SB I- 1 0 Ge r a l d Fo r d Dr Fr a n k Si n a t r a Dr Fr a n k Si n a t r a Dr Portola Rd Fr a n k Si n a t r a Dr Hollister Dr Driveway Co u n t r y Cl u b Dr Portola Ave Portola Ave Dr i v e w a y De s e r t Wi l l o w Ct LO O P Portola Ave 46 / 685 423 / 391 11 5 / 1 3 / 0 1, 4 5 0 / 24 5 358 / 888 525 / 1,130 1,822 / 620 64 / 17 92 / 32 1 1 / 7 96 9 / 1, 1 0 1 789 / 1,701 573 / 527 799 / 380 1,638 / 971 186 / 238 73 / 32 16 9 / 31 9 27 0 / 36 7 32 / 10 2 0 / 6 10 / 10 46 3 / 64 2 14 8 / 39 5 15 1 / 29 5 2 / 6 206 / 373 736 / 1,221 28 / 77 48 / 31 8 / 27 50 1 / 49 7 26 / 93 8 / 27 53 4 / 60 0 13 / 46 118 / 81 69 / 80 780 / 580 262 / 261 22 4 / 15 8 17 0 / 21 6 10 5 / 13 0 260 / 296 332 / 621 88 / 114 39 / 27 95 / 17 2 31 2 / 26 2 23 0 / 23 9 323 / 168 1,434 / 1,220 28 / 150 47 / 12 8 13 0 / 21 8 79 / 59 27 0 / 26 4 80 / 24 2 77 / 13 3 46 / 117 678 / 1,355 14 / 76 22 / 77 812 / 621 9 / 0 1 / 4 1 / 5 66 / 45 79 / 54 26 / 93 439 / 708 3 / 2 318 / 124 624 / 508 101 / 106 78 / 20 3 84 3 / 74 2 13 5 / 13 7 54 / 13 5 38 7 / 98 3 17 8 / 22 1 250 / 212 434 / 628 136 / 168 135 4 7 ## Pr o j e c t Si t e Ex i s t i n g St u d y In t e r s e c t i o n Pr o p o s e d Pr o j e c t Dr i v e w a y Ex i s t i n g Ro a d w a y Ex i s t i n g La n e Fu t u r e La n e AM / PM Pe a k Ho u r Vo l u m e s Av e r a g e Da i l y Tr a f f i c Vo l u m e Le g e n d ## / ## ## 22 , 3 6 2 22 , 2 7 4 12 , 8 4 0 9, 6 6 7 37 , 6 0 8 43 , 6 6 8 □ IOogailat Monterey Avenue A y "IN2“Pit a41 Hollister Drive Portola Avenue t Portola Road Cook Street Ci P.‘t ePl JI Jv J Cook St Cook St D Cook St Cook St I - No t t o S c a l e IN T E R N A T I O N A L M e l B a k e r Op e n i n g Ye a r 20 2 7 wi t h Pr o j e c t Da i l y an d AM / P M Pe a k Ho u r Vo l u m e s Ex h i b i t 16 INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS 8.2 OPENING YEAR 2027 PLUS PROJECT ROADWAY SEGMENT LOS Opening Year 2027 Plus Project daily traffic volumes were derived by adding Project Only daily traffic to the Opening Year 2027 Without Project daily traffic volumes. Table 17 presents the roadway segment LOS analysis for the Opening Year 2027 Without and with Project condition. As shown, all of the study segments are forecast to operate at an acceptable LOS C. Therefore, improvements are not required on any study roadway segment. TABLE 17 – OPENING YEAR 2027 WITHOUT & PLUS PROJECT ROADWAY SEGMENT LOS COMPARISON Roadway Segment Classification LOS C Capacity Opening Year 2027 Without Project ADT V/C LOS Opening Year 2027 Plus Project ADT V/C LOS Cook Street I-10 EB Ramps to Gerald Ford Drive Vehicular Oriented Arterials 45,000 42,225 0.94 C 43,668 0.97 C Gerald Ford Drive to Frank Sinatra Drive Vehicular Oriented Arterials 45,000 35,924 0.80 C 37,608 0.84 C Frank Sinatra Drive Hollister Drive to Portola Avenue Balanced Arterials 30,000 7,503 0.25 C 9,668 0.32 C Portola Avenue to Cook Street Balanced Arterials 30,000 10,916 0.36 C 12,840 0.43 C Portola Avenue Frank Sinatra Drive to Desert Willow Court Balanced Arterials 30,000 20,590 0.69 C 22,274 0.74 C Desert Willow Court to Country Club Drive Balanced Arterials 30,000 20,919 0.70 C 22,362 0.75 C LOS= Level of Service V/C= Volume to Capacity Ratio Roadway Classifications and LOS C Capacities were taken from the City of Palm Desert's General Plan, Mobility (Chapter 4). Page 37 Study Intersection Condition Signal Warrant #3 Met? AM Peak Hour Signal Warrant #3 Met? PM Peak Hour Frank Sinatra Drive & Hollister Drive Existing Plus Project No No Opening Year 2027 Plus Project No No Portola Avenue & Desert Willow Court Existing Plus Project No No Opening Year 2027 Plus Project No No 9 TRAFFIC SIGNAL WARRANT ANALYSIS INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS Traffic signal warrants were evaluated at the Project access points located at Frank Sinatra Drive & Hollister Drive (Int. #4) and Portola Avenue & Desert Willow Court (Int. #7). Both of these locations are currently two-way stop controlled intersections. For Existing Plus Project and Opening Year 2027 Plus Project conditions, a Peak Hour Volume Warrant (Warrant #3) was evaluated in accordance with the California Manual on Uniform Traffic Control Devices (CA MUTCD), 2014 Edition. As shown in Table 18, the signal warrant is not satisfied at either location under Existing Plus Project and Opening Year 2027 Plus Project conditions. It may also be noted that both Project access driveways (Study Int. #4 and #7) are forecast to operate at acceptable LOS D or better under Opening Year 2027 Plus Project conditions. Appendix G contains the signal warrant worksheets. TABLE 18 – TRAFFIC SIGNAL WARRANTS Page 38 Photo 2 – Raised Center Median 10 SITE ACCESS ANALYSIS Project trips entering the site during both the AM and PM peak hour. ‘sa”dmi * u " 15.58ias“A' sII iW$ *0 2 fS8 7033 78k El 45 "Srihe -s4 P. 9-0Pts s Pee “s7 (8 78030 7 &70007Ls5 z6 (8323 J+t 111 r INTERNATIONAL Daisy Ln DaiHeatherwood DrHeatherwood Dr 4 6 Frank Sinatra Dr O 4 Frank Sinatra DrFrank Sinatra DrFrank Sinatra DrFrank Sinatra DrFrank Sinatra Dr Michael Baker " ■ > PE Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS Based on the site plan, vehicular access to the Project will be provided via one driveway on Frank Sinatra Drive directly across from Hollister Drive and one full access driveway on Portola Avenue directly across from Desert Willow Court. Frank Sinatra Drive & Hollister Drive/Future Project Driveway At Frank Sinatra Drive & Holliser Drive, a dedicated 275-foot left-turn pocket in the westbound direction is currently provided as shown in Photo 1. In the westbound direction, a total of 26 AM and 93 PM peak hour vehicles are expected to make a left turn into the Project site. The intersection queuing analysis shows that the 95th percentile queue for the westbound left-turn movement is 1 vehicle (or 25 feet) in the AM and 1 vehicle (or 25 feet) in the PM peak hour under Opening Year 2027 Plus Project conditions. Therefore, the existing westbound left turn pocket is more than adequate to accommodate the forecast Photo 1 – Frank Sinatra Drive & Hollister Drive/Future Project Driveway At the intersection of Frank Sinatra Drive and Hollister Drive/Future Project Driveway, the analysis shows that this intersection operates at acceptable LOS C or better with the addition of Project-related traffic without any physical improvements. However, two traffic control options are being considered in efforts to mitigate potential safety concerns:  Option 1 (Center Raised Median) involves restricting northbound left-turn movements at the Project driveway due to a center raised median, while permitting right-turns in, right-turns out, and left-turns in. These same turn movements would apply to the southbound approach on Hollister Drive. Photo 2 illustrates an example of a raised center median designed to prevent left-turn movements. Page 39 I ■ II II* I III i -I•1e • Ign I $$ SEB 7 I asgvgxw as® X1 Cgxe thitt Set ir-- 2t .. ?ol _ 1 . 1 INT 38686 •| cademy S3 $, e'Q —e oaanl s. $99860 ] CA12 - CatavinaR O d e a s p r n i i t d v d i e e o P n w n t M i a a 2 y l p _ ( . _ I e _ U n _ a _ s n _ k _ t d _ a _ h _ e l _ l o _ r _ N u _ t _ h r _ e _ s i _ w s . __ A _ s _ T c _ s _ r e _ a o _ n _ f u _ a f _ t _ i r _ c l _ i i o _ n S __ , e i _ g t _ d _ h n __ i e a _ n _ l _ i ) _ C n __ a t h _ e s _ a _ s r _ p _ u s _ t e _ m _ e c __ r e t _ i _ 9 s o ___ t n ( _ h T __ i e r s __ a _ i a _ f n _ f l _ s s i _ c o _ t _ a _ S f _ l i _ o l g _ a _ r n _ t e _ i a _ o c _ l _ a n T W s R o t A a f t N r o a r S a o n P n p e O t e w R A r T a t n A r t a a e T l f y I a f O s i t c N is L s ) I O M , ig t S P n h A B a e C l d i a T n u t A t r e t N i h n r A s e g e L P t Y c h r t S o i e o IS j A e n c M o t f  F w n ra o a n r r r t k a h n b S t i o n s u a f n t o r d r a s le i D g f r t n i - v a tu e l r in n a s n m t d a o ll t v a h e t e i m o f n e u . n t H u ts o re o w n e P t v r o o e F j r e , r c a d t n u k d e r S t i i v o n e a p w t o r a t a y e D n d r t o i i v a e e l s s , a a n f o t e r t t a y f c f c u i o c rr n s e c ig n e n t r l a n y l s m m pa a e r y e t t i b c e t u h l i a e n r s l e t y a s r l t l e a e l b d a l t i a s e t h d e t t h d o e d L i O sc S re o t p io e n ra o t f io t n he s C a i s ty th E e ng t i w ne o e -w r. a It y m s a to y p b - e co n n o t t r e o d lle th d a i t n a te n r e s w ec t t r io a n ffic op si e g r n a a t l e i s s n a o t t a r c e c q e u p i t r a e b d le to L i O m S pr D ov o e r b th et e te d r e w ve h lo en pe P r ro w j o ec u t l - d re b l e at r e e d sp t o ra n f s f i i b c l i e s a fo d r d c e o d n t s o tr t u h c e ti i n n g te t r h s e ec n t e io w n. tr If a O ffi p c t s io ig n n 2 al i , s o a r p p p r r o o v v i e d d e b a y fa th ir e -s C h i a ty re , payment towards the new traffic signal, or post a bond for the fair-share payment of the new traffic signal. Portola Avenue &Desert Willow Court/Future Project Driveway A p t ro P v o i r d t e o s la le A f v t e t n u u rn e s & to D ra e g s e er f t o W r v il e lo h w icl C e o s u e r n t, te t r h i e ng m t e h d e ia P n ro is je a ct s s tr it ip e, ed re t f w er o t -w o a P y ho le t f o t-t 3 u . r T n h l e an t e ot ( a T l W n L u T m L) be th r a o t f v h t e o u h u r i n c r l t e m r s ip o e v s x . e p T m e h c e e t n e in t d t i e s to r 1 s t e v u c e r t h n io ic l n e le f q t s u i ( e n o u t r o in 2 t g 5 h a e f n e P a e r l t o y ) s je i i n s ct s t h h s o i e t w e A s i M n th t p h a e t e a t n h k o e h r 9 o th 5 u b t r h o a p u n e n d r d c 1 e a n p v t e p il h r e o ic q a l u e c e h ( u o is e r 2 f 2 o 6 5 r A t fe h M e e t a n ) n o in d rt 9 t h h 3 b e o P u P M n M d p p l e e e a f a k t- k hour under Opening Year 2027 Plus Project conditions. Therefore,the existing northbound TWLTL is more than adequate to accommodate the forecast Project trips entering the site during both the AM and PM peak hour. Page 40 Photo 3 –Portola Avenue &Desert Willow Court/Future Project Driveway 11 FINDINGS AND RECOMMENDATIONS INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS This study analyzes the forecast traffic conditions associated with the proposed Catavina Residential (Project) development located near the southwest corner of Frank Sinatra Drive and Portola Avenue in the City of Palm Desert. The Project consists of contructing 546 single family dwelling units on a site that is vacant and undeveloped. Vehicular access to the site will be provided via a driveway on Frank Sinatra Drive (directly across from Hollister Drive) and a driveway on Portola Avenue (directly across from Desert Willow Court). The Project is anticipated to be completed in Year 2027. The Project is forecast to generate approximately 4,810 daily trips with 349 AM peak hour trips and 490 PM peak hour trips. 11.1 LEVEL OF SERVICE ANALYSIS RESULTS This study evaluates traffic conditions that include AM and PM peak hour intersections level of service (LOS) analysis and roadway segment volume-to-capacity (v/c) analysis. The results of the LOS analysis are as follows: Existing Conditions – The results of the Existing conditions analysis show that all of the eight study intersections are currently operating at an acceptable level of service (LOS D or better). The results of the roadway segment analysis show that all of the six study segments are currently operating at an acceptable LOS C under existing conditions. Existing Plus Project Conditions – The results of the Existing Plus Project conditions analysis shows that all eight study intersections are currently operating at an acceptable LOS D or better. The results of the roadway segment analysis show that all of the study segments are forecast to operate acceptable LOS C when Project traffic is added to existing conditions. Table 19 provides a summary of the intersection LOS results for Existing and Existing Plus Project conditions. Table 20 provides a summary of the roadway segment LOS results for Existing and Existing Plus Project conditions. Since the addition of Project traffic does not degrade the study intersection operations or roadway segments to a deficient LOS E or F, improvements are not required at any of the study locations. Opening Year 2027 Without Project Conditions – The results of the Opening Year 2027 Without Project conditions analysis shows that all of the study intersections are forecast to operate at LOS D or better. All study segments are forecast to operate at an acceptable LOS C or better under Opening Year 2027 Without Project conditions. Opening Year 2027 Plus Project Conditions -With the addition of project-related traffic, all of the study intersections are forecast to operate at an acceptable LOS D or better. The results of the roadway segment analysis show that all of the study segments are forecast to operate acceptable LOS C when Project traffic is added to Opening Year 2027 Without Project conditions. Therefore, improvements are not required. Table 21 provides a summary of the intersection LOS results for Opening Year 2027 Without Project and Opening Year 2027 Plus Project conditions. Table 22 provides a summary of the roadway segment LOS results for Opening Year 2027 and Opening Year 2027 Plus Project conditions. Page 41 ---- ■■■ INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS TABLE 19 –EXISTING AND EXISTING PLUS PROJECT INTERSECTION LOS SUMMARY Study Intersection Existing Traffic Control Existing Conditions AM PM Delay LOS Delay LOS Existing Plus Project Conditions Improv. AM PM Required? Delay LOS Delay LOS 1 -Cook Street & I-10 WB On Ramp Signal 22.0 – C 2.2 – A 22.1 – C 3.8 – A No 2 -Cook Street & I-10 EB On Ramp Signal 40.7 – D 33.4 – C 33.5 – C 34.6 – C No 3 -Cook Street & Gerald Ford Drive Signal 30.2 – C 34.5 – C 30.4 – C 34.7 – C No 4 -Frank Sinatra Drive & Hollister Drive TWSC 14.9 – B 15.7 – C 17.4 – C 23.3 – C No Option 1 – Center Raised Median RI/RO/LI 14.9 – B 15.7 – C 11.2 – B 11.3 – B -- Option 2 – Intall New Signal Signal 14.9 – B 15.7 – C 10.3 – B 12.1 – B -- 5 -Frank Sinatra Drive & Portola Avenue Signal 34.5 – C 37.9 – D 36.3 – D 44.2 – D No 6 -Frank Sinatra Drive & Cook Street Signal 19.0 – B 25.0 – C 22.1 – C 27.5 – C No 7 -Portola Avenue & Desert Willow Court TWSC 15.2 – C 19.4 – C 30.8 – D 32.7 – D No 8 -Portola Avenue & Country Club Drive Signal 42.1 – D 39.5 – D 45.5 – D 40.9 – D No Notes: Delay is expressed in seconds per vehicle. LOS = Level of Service TWSC = Two-Way Stop Control, worst approach delay and LOS reported. RI/RO/LI = Right-Turn In, Right-Turn Out, and Left-Turn In at the Project driveway. TABLE 20 – EXISTING AND EXISTING PLUS PROJECT ROADWAY SEGMENT LOS SUMMARY Roadway Segment Roadway Classification LOS C Capacity Existing ADT V/C LOS Existing Plus Project ADT V/C LOS Cook Street I-10 EB Ramps to Gerald Ford Drive Vehicular Oriented Arterials 45,000 35,067 0.78 C 36,510 0.81 C Gerald Ford Drive to Frank Sinatra Drive Vehicular Oriented Arterials 45,000 29,028 0.65 C 30,712 0.68 C Frank Sinatra Drive Hollister Drive to Portola Avenue Balanced Arterials 30,000 7,061 0.24 C 9,226 0.31 C Portola Avenue to Cook Street Balanced Arterials 30,000 10,362 0.35 C 12,286 0.41 C Portola Avenue Frank Sinatra Drive to Desert Willow Court Balanced Arterials 30,000 17,497 0.58 C 19,181 0.64 C Desert Willow Court to Country Club Drive Balanced Arterials 30,000 17,813 0.59 C 19,256 0.64 C LOS= Level of Service V/C= Volume to Capacity Ratio Roadway Classifications and LOS C Capacities were taken from the City of Palm Desert's General Plan, Mobility (Chapter 4). Page 42 ---- INTERNATIONAL Michael Baker Catavina Residential ___________________________________________________________________________________TRANSPORTATION IMPACT ANALYSIS TABLE 21 – OPENING YEAR 2027 WITHOUT PROJECT & OPENING YEAR 2027 PLUS PROJECT INTERSECTION LOS SUMMARY Study Intersection Existing Traffic Control Opening Year 2027 Without Project Conditions AM PM Delay LOS Delay LOS Opening Year 2027 Plus Project Conditions Improv. Required? AM PM Delay LOS Delay LOS 1 -Cook Street & I-10 WB On Ramp Signal 24.7 – C 8.0 – A 24.9 – C 9.3 – A No 2 -Cook Street & I-10 EB On Ramp Signal 50.7 – D 48.6 – D 53.0 – D 51.6 – D No 3 -Cook Street & Gerald Ford Drive Signal 49.8 – D 51.9 – D 50.2 – D 53.9 – D No 4 -Frank Sinatra Drive & Hollister Drive TWSC 15.5 – C 16.4 – C 18.1 – C 24.8 – C No Option 1 – Center Raised Median RI/RO/LI 15.5 – C 16.4 – C 11.3 – B 11.5 – B -- Option 2 – Install New Signal Signal 15.5 – C 16.4 – C 10.2 – B 12.2 – B -- 5 -Frank Sinatra Drive & Portola Avenue Signal 35.7 – D 39.4 – D 37.6 – D 46.4 – D No 6 -Frank Sinatra Drive & Cook Street Signal 19.7 – B 29.4 – C 22.9 – C 32.0 – C No 7 -Portola Avenue & Desert Willow Court TWSC 15.7 – C 20.4 – C 30.4 – D 31.6 – D No 8 -Portola Avenue & Country Club Drive Signal 45.6 - D 43.1 – D 50.4 – D 44.9 – D No Notes: Delay is expressed in seconds per vehicle. LOS = Level of Service TWSC = Two-Way Stop Control, worst approach delay and LOS reported. RI/RO/LI = Right-Turn In, Right-Turn Out, and Left-Turn In at the Project driveway. TABLE 22 – OPENING YEAR 2027 WITHOUT PROJECT AND OPENING YEAR 2027 PLUS PROJECT ROADWAY SEGMENT LOS SUMMARY Roadway Segment Classification LOS C Capacity Opening Year 2027 Without Project ADT V/C LOS Opening Year 2027 Plus Project ADT V/C LOS Cook Street I-10 EB Ramps to Gerald Ford Drive Vehicular Oriented Arterials 45,000 42,225 0.94 C 43,668 0.97 C Gerald Ford Drive to Frank Sinatra Drive Vehicular Oriented Arterials 45,000 35,924 0.80 C 37,608 0.84 C Frank Sinatra Drive Hollister Drive to Portola Avenue Balanced Arterials 30,000 7,503 0.25 C 9,668 0.32 C Portola Avenue to Cook Street Balanced Arterials 30,000 10,916 0.36 C 12,840 0.43 C Portola Avenue Frank Sinatra Drive to Desert Willow Court Balanced Arterials 30,000 20,590 0.69 C 22,274 0.74 C Desert Willow Court to Country Club Drive Balanced Arterials 30,000 20,919 0.70 C 22,362 0.75 C LOS= Level of Service V/C= Volume to Capacity Ratio Roadway Classifications and LOS C Capacities were taken from the City of Palm Desert's General Plan, Mobility (Chapter 4). 11.2 VEHICLE MILES TRAVELED To satisfy CEQA, a VMT screening assessment and analysis was prepared for the Project under a separate memorandum. Page 43 Appendix A: TIA Scoping Agreement Michael Baker NTER 0 24 (I . ear onys S3 CITY OF PALM DESERT PUBLIC WORKS DEPARTMENT INTEROFFICE MEMORANDUM To: City Staff and Engineering Designers From: Martin Alvarez, Director of Public Works John Tanner, Acting City Engineer Date: February 15, 2023 Subject: Palm Desert Traffic Impact Analysis Guidelines Resolution 2022-74 adopted by the City Council on August 25, 2022 adopts the County of Riverside Transportation Analysis Guidelines for Level of Service and Vehicles Miles Traveled (“TIA Guidelines”). The TIA Guidelines shall apply to land use and transportation projects in the City of Palm Desert. This memorandum provides further details of the requirements for traffic impact analysis. All traffic studies submitted to the City of Palm Desert shall be completed by a Traffic Engineer or Professional Engineer registered in the State of California unless otherwise directed by the City Engineer. SCREENING CRITERIA Traffic impact studies or focused traffic impact memos for the City of Palm Desert may be required for new development projects. Traffic impact studies will be prepared for all new development projects generating 100 or more peak hour trips as calculated by the screening criteria below. The screening calculation of the peak hour trips shall utilize the Institute of Transportation Engineers (ITE) p.m. peak hour trip generation rates per the most recent Trip Generation Manual. Land use categories and trip generation regression curves are available in the Trip Generation Manual and should be used as applicable. Focused traffic impact memos to address specific issues, such as site access, may be required at the discretion of the City Engineer for new development projects that will generate: • Between 50 and 100 peak hour trips; or • Less than the total peak hour trips associated with the previous existing or approved land use FOCUSED TRAFFIC IMPACT MEMOS The purpose of a traffic memo is to compare the trip generation analysis in an environmental document prepared as part of any entitlement already approved to the trip generation analysis for a proposed or amended entitlement. The analysis for the trip generation associated with the proposed or amended entitlement must be based on the most recent trip generation rates published by the Institute of Transportation Engineers or an equally authoritative source as approved by the City Engineer. February 15, 2023 Traffic Impact Analysis Guidelines Page 2 of 9 If the traffic memo determines that there is an insignificant difference (equal to or less than 100 daily trips or 10 peak hour trips) between the existing entitlement and the proposed or amended entitlement trip generation, no additional traffic analysis will be required. If the difference is larger than 100 daily trips or 10 peak hour trips, a focused analysis in the format of a more comprehensive traffic memo will be required using the appropriate study area consistent with the guidance provided in Table 2 of EB 06-13. and will be prepared as a memo or letter and will follow the same format as above but provide the information in less detail. However, the near-term conditions traffic analysis will only be required for Existing plus Ambient Growth plus Project Opening Year Scenario. SCOPING FORM APPROVAL & DRAFT REPORT APPROVAL Preparation of traffic studies for the City of Palm Desert shall begin with the submittal for City approval of a completed scoping form (see Attachment) by the engineer preparing the study. A draft cumulative projects list, if applicable, must also be included with the scoping submittal. This list of planned or entitled projects that could affect the development under review can be obtained from the Development Services Department. The traffic study should only be initiated after the scoping submittal is approved by the Public Works Department. The scoping submittal will be reviewed by designated Department of Public Works staff and Department of Development Services staff with approval given by the Public Works Director or designee. Scoping submittals may also be reviewed by the City Attorney. The engineer performing the study is encouraged to submit a draft traffic study report for City review and comment prior to the finalization of report conclusions. The scope of the Traffic Impact Study shall address all applicable requirements of the California Environmental Quality Act (CEQA) and the engineer performing the work should be familiar with these requirements. The scope may be expanded after the initial Scope of Work is approved by the City to address CEQA compliance issues. Questions about CEQA compliance should be addressed to the Development Services Department. TRAFFIC SIGNAL GUIDANCE A Traffic Signal Warrant Analysis should be performed at all unsignalized study intersections for each study scenario as part of the traffic impact analysis. Warrant analysis should utilize the most appropriate of eight warrants listed in section 4 of the latest edition of the California Manual on Uniform Traffic Control Devices (CA MUTCD). The need for traffic signals should also include an analysis for Warrant 6 (Coordinated Signal Systems). This warrant should be applied to locations where adjacent traffic signals do not provide the necessary degree of platooning and where the addition of a new traffic signal will assist in providing progressive signal operation. Normally, this should be considered only at locations that are between 1,300 and 2,600 feet from existing or future traffic signal installations. At locations that are less than 1,300 feet from adjacent traffic signals, new traffic signals will not generally be permitted. Where applicable, the need for traffic signals should also include an analysis for Warrant 8 (Roadway Network). The signal warrant may be met by an intersection that has a total existing or immediately projected entering volume of at least 1,000 vehicles per hour during the peak hour of a typical weekday or has a total existing or immediately projected entering volume of at least 1,000 vehicles per hour for each of any 5 hours of a non-normal business day (Saturday or Sunday). February 15, 2023 Traffic Impact Analysis Guidelines Page 3 of 9 EXCLUSIVE LEFT & RIGHT TURN LANES As part of the analysis of Study Intersections, t h e available storage capacity of existing and proposed auxiliary lanes (i.e. left and right turn pockets) should be reviewed for capacity. At their 95th percentile traffic volume demand level, left-turn lanes should not exceed their storage capacity. Traffic study recommendations for dual left turn lanes should be based on a threshold volume of 250 vehicles per peak hour. Traffic study recommendations for an exclusive right turn lane at an intersection should be based on a threshold volume of 200 vehicles per peak hour. Deceleration Lane Length shall be designed per Caltrans HDM. In urban areas where cross streets are closely spaced and deceleration lengths cannot be achieved, consult the City Engineer for guidance. SITE ACCESS Auxiliary lanes shall be installed on all arterials and higher-order street classifications according to the following criteria: 1. A left-turn deceleration lane with taper and storage length is required for any driveway with a projected peak hour left ingress turning volume estimated to be 25 vehicles per hour (vph) or greater. The taper length shall be included as part of the required deceleration lane length. 2. A right-turn deceleration lane is required for any driveway with a projected peak hour right ingress turning volume estimated to be 50 vph or greater. The taper length shall be included as part of the required deceleration lane length. Pocket storage length requirements shall be based on individual project characteristics. 3. A right-turn deceleration lane should be considered for lower turning volumes on high-volume streets (e.g. Cook Street, Highway 111). 4. A left-turn deceleration lane should be considered for locations where left-turning vehicles would be required to queue in a high speed (> 40mph) through lane. 5. Installation recommendations for deceleration lanes and related intersection turning movement distributions shown in the final traffic study report will be subject to approval by the City Engineer. PROJECT FAIR SHARE Fair share for intersections at project access points shall be calculated as the ratio of the increase in peak hour turning movement volumes from the project divided by the sum of the existing peakhour turning movements plus peak hour turning movement cumulative development projects. For projects that create significant impacts on o t h e r intersections, a percentage of t h e fair share shall be determined for each location impacted and shall be proportional to the project impacts on the City's facilities. Fair share for street segments shall be calculated as the ratio of the increase in average daily trips from the project divided by the sum of the existing average daily trips plus average daily trips generated by the cumulative development project s. Fair share cost of mitigation shall be calculated using the Project Fair Share percentage (P) multiplied by the total cost of mitigation. REMAINDER OF PAGE IS INTENTIONALLY BLANK 34926287 309 181 490 0 (Vacant) _ _ _ _ _ 0 (Vacant)0 (Vacant) 0 (Vacant)0 (Vacant)0 (Vacant) The projects listed in the 'Cumulative Projects List' will be considered when analyzing for background traffic impacts Analysis Scenarios: - Existing - Existing w/ Project - Opening Year 2027 w/o Project - Opening Year 2027 w/ Project ___ No X ___ No X Name: Address: Telephone: Email: Michael Baker International 5050 Avenida Encinas, Suite 260 Carlsbad, CA 92008 Jacob.Swim@mbakerintl.com Blue Fern West, LLC; Contact: Kim Molina 18300 Redmond Way, Suite 120, Redmond, WA 98052 714.782.4271 kim.molina@pacificlandpro.com Other Related Cases: Project Name: Assessor’s Parcel Number(s): 620-170-009 546 Single Family Dwelling Units Catavina Residential Development Project A. Trip Generation Source: (ITE Current Edition) Current GP Land Use: Proposed Land Use: Current Zoning: Proposed Zoning: Town Center Neighborhood Residential consistent with Town Center Neighborhood Planned Residential (P.R.22)Planned Residential (P.R.22) Project Description: February 15, 2023 Traffic Impact Analysis Guidelines Page 4 of 9 SCOPING AGREEMENT FOR TRAFFIC IMPACT STUDY This agreement acknowledges the City of Palm Desert requirements for traffic impact analysis of the following project. The analysis must follow Riverside County Transportation Analysis Guidelines for Level of Service Vehicle Miles Traveled dated December 2020 and subsequent revisions. Case No.: Consultant Developer Internal Trip Allowance: ___ Yes ( % Trip Discount) Pass-by Trip Allowance: ___ Yes ( % Trip Discount) A pass-by trip discount of 25% is allowed for appropriate land uses. The pass-by trips at adjacent study area intersections and project driveways shall be indicated on a report figure. Additional Information (Include attachments as needed): Date(s) of traffic counts: New counts collected in January 2025 G. Site Plan (Please attach reduced copy) (See Exhibit 4) Cook St from SB I-10 Ramp to Gerald Ford Dr Cook St from Gerald Ford Dr to Frank Sinatra Dr Frank Sinatra Dr from Hollister Dr to Portola Rd Frank Sinatra Dr from Portola Rd to Cook St Portola Rd from Frank Sinatra Dr to Desert Willow Ct Portola Rd from Desert Willow Ct to Country Club Dr 1. 7. 2. 8. 3. 9. 4. 10. 5. 11. 6. 12. Cook St and NB I-10 Ramp Cook St and SB I-10 Ramp Cook St and Gerald Ford Dr Cook St and Frank Sinatra Dr Hollister Dr/Driveway and Frank Sinatra Dr Portola Ave and Frank Sinatra Dr Portola Ave and Driveway/Desert Willow Ct Portola Ave and Country Club Dr Project Build-out Year: Annual Ambient Growth Rate: Phase Year(s): Other area projects to be analyzed: Model/Forecast methodology: 2027 2% None None None N % S % E % (attach exhibit for detailed assignment) 15 30 40 (See Exhibit 2 for detailed distribution and Exhibit 3 for detailed assignment) 15 February 15, 2023 Traffic Impact Analysis Guidelines Page 5 of 9 B. Trip Geographic Distribution: W % C. Background Traffic: D. Study intersections: (NOTE: Subject to revision after other projects, trip generation/distribution are determined, or comments from other agencies. Map is required. In general, the minimum area to be studied shall include any intersection of 2 or more “Collector” or higher classification streets, at which the proposed project will add 50 or more peak hour trips, not exceeding a 5-mile radius from the project site. The Public Works Department may require deviation from these requirements based on the location.) E. Study Roadway Segments: (NOTE: Subject to revision after other projects, trip generation/distribution are determined, or comments from other agencies. Map is required. In general, the minimum area to be studied shall include any intersection of 2 or more “Collector” or higher classification streets, at which the proposed project will add 50 or more peak hour trips, not exceeding a 5-mile radius from the project site. The Public Works Department may require deviation from these requirements based on the location.) 1. 7. 2. 8. 3. 9. 4. 10. 5. 11. 6. 12. F.Other Jurisdictional Impacts: Is this project within a one-mile radius of City boundaries? ___ Yes ___ No X If so, name of City jurisdiction: H. Existing Conditions: (Traffic count data must be less than 2 years old. Provide traffic count dates if using other than 2-year-old counts. Unless otherwise approved by the City Engineer, counts shall be performed during 7-9 a.m. and 4-6 p.m., midday when nearby schools". Seasonal peak factor may be required to be applied to counts taken during the offseason in the Coachella Valley.) Representative Jacob Swim, TE Michael Baker International 1/29/25 Analyze CA MUTCD Signal Warrants at unsignalized study intersections Prepare Fair Share Analysis for Project Direct Impacts, Include Improvement Costs VMT Screening or Analysis memo required 1/29/251/14/25 February 15, 2023 Traffic Impact Analysis Guidelines Page 6 of 9 I. Specific issues to be addressed in the Study (in addition to the standard analysis described in the Guideline) (To be filled out by City) (NOTE: If the traffic study states that “a traffic signal is/appears to be warranted” (or similar statement) at an existing unsignalized other specific items to be addressed under existing conditions, 8-hour approach traffic volume information must be submitted in addition to the peak hourly turning movement counts for that intersection. Specific items to be addressed are warrant analysis, site access, on-site circulation, parking, consistency with plans supporting bicycles, pedestrians, and transit, and others. Attach proposed analysis scenarios (years plus proposed forecasting approach) and attach a proposed phasing approach if the project is phased.) Recommended by: Approved Scoping Agreement: Date Department of Development Services Date Department of Public Works Date Consultant’s Scoping Agreement Submitted on: Revised on: The City of Palm Desert reserves the right to use, share, and reproduce the information including, but not limited to, traffic counts, exhibits, and surveys provided in all submitted traffic studies and VMT assessments. Changes to the scope of work, site occupancy or use, square footage, and/or permitted activities may require a resubmittal or amendment to the scoping agreement. *NOTE* Traffic Study Submittal Form and the appropriate fee must be submitted with, or prior to the submittal of this form. Department of Development Services staff will not process the Scoping Agreement prior to receipt of the fee. February 15, 2023 Traffic Impact Analysis Guidelines Page 7 of 9 SIGNALIZED INTERSECTION ANALYSIS INPUT PARAMETERS Base Saturation Flow Rate 1900 pc/hr/ln Heavy Vehicle factor Determine % heavy vehicle in existing traffic stream based on count data or consultation with County (PCE=2). Truck intensive uses include heavy industrial, warehousing or as determined by the Major street Minor Street Number of Phases L (s) *NOTE* All above values are from HCM Chapters 10 and 16. Any deviation from these parameters requires prior approval from Riverside County Transportation Department. Refer to HCM for any default values not specifically identified here. Intersection analyses should be conducted utilizing acceptable software based on HCM methodology. Closely spaced intersections are to be analyzed using analysis tools capable of accounting for turn lane storage, queue length, blockage, etc. such as Synchro. Actual signal timing and peak hour factors should be collected in the field and utilized in the existing and near-term analyses. In cases where traffic is added from a significant number of cumulative projects, the consultant shall use their engineering judgment in the application of peak hour factors to maintain consistency with the existing conditions analyses. A peak hour factor of 1.0 shall be applied to buildout traffic condition. February 15, 2023 Traffic Impact Analysis Guidelines Page 8 of 9 TRAFFIC IMPACT ANALYSIS FORMATTING REQUIREMENTS The recommended TIA format is as follows: 1. Executive Summary a. Table summarizing significant impacts and mitigation measures 2. Introduction a. Purpose of the TIA and study objective b. Project location and vicinity map (Exhibit) c. Project size and description d. Existing and proposed land use and zoning e. Site plan and proposed project (Exhibit) f. Proposed project opening year and analysis scenarios 3. Methodology and Impact Thresholds 4. Existing Conditions a. Existing roadway network b. Existing traffic control and intersection geometrics (Exhibit) c. Existing traffic volumes – AM and PM peak hour and ADT (Exhibit) d. Existing level of service (LOS) at intersections (Table) e. Existing bicycle facilities (Exhibit) f. Existing transit facilities (Exhibit) g. Existing pedestrian facilities 5. Project Traffic a. Trip generation (Table) b. Trip distribution and assignment (Exhibit) c. Project peak hour turning movements and ADT (Exhibit) 6. Background Conditions (Opening Year) Analysis a. No Project analysis i. Committed (funded) roadway improvements ii. Approved project trip generation (Table, if required) iii. Approved project trip assignment and distribution (Exhibit, if required) me iv. Peak turning movement and ADT (Exhibit) v. Intersection level of service (Table) vi. Roadway segment level of service (Table) b. With Project analysis i. With Project peak turning movement and ADT (Exhibit) ii. Intersection level of service (Table) iii. Roadway segment level of service (Table) iv. Identification of intersection and roadway segment deficiencies February 15, 2023 Traffic Impact Analysis Guidelines Page 9 of 9 7. Traffic Signal Warrant Analysis 8. Site Access Analysis 9. Safety and Operation Improvement Analysis 10. Active Transportation and Public Transit Analysis 11. Improvements and Recommendations a. Proposed improvements at intersections b. Proposed improvements at roadway segments c. Recommended Improvements categorized by whether they are included in fee plan or not (identify if these improvements are included in an adopted fee program) d. Fair share calculations for recommended improvements 12. Appendix a. Approved scope of work b. Traffic counts c. Intersection analysis worksheets # Project Site Legend Existing Roadway Existing Study Intersection #Future Study Intersection 2 6 8 1 3 2 Frank Sinatra Drive Gerald Ford Drive Project Site Country Club Drive 5 6 8 10 4 7 NB I-10 SB I-10 Gerald Ford Dr Frank Sinatra DrFrank Sinatra Dr Po r t o l a Rd Frank Sinatra Dr Ho l l i s t e r Dr Dr i v e w a y Country Club Dr Po r t o l a Av e Po r t o l a Av e Driveway Desert Willow Ct LOOP Po r t o l a Av e 1 3 5 4 7 # # Project Site Existing Study Intersection Proposed Project Driveway Existing Roadway Existing Lane Future Lane Signalized Stop Controlled Legend os s I I 1 0 ® g a il a t Mo n t e r e y A v e n u e A y "O N 2 “P i t a 41 Po r t o l a A v e n u e Po r t o l a R o a d C Co o k S t r e e t Tt i Ci eP l Jv v ‘ & Jv v 00 0 00 0 Co o k S t - M f / - / 2 Jv ‘ JW k 00 0 00 0 Co o k S t Co o k S t - / 4/ As Co o k S t w •A s -- - - - o l - Not to Scale INTERNATIONAL Michael Baker Study Intersections Location Exhibit 1 # Project Site Legend Existing Roadway Existing Study Intersection #Future Study Intersection 2 6 8 1 3 2 Frank Sinatra Drive Gerald Ford Drive Project Site Country Club Drive 5 6 8 10 4 7 NB I-10 SB I-10 Gerald Ford Dr Frank Sinatra DrFrank Sinatra Dr Po r t o l a Rd Frank Sinatra Dr Ho l l i s t e r Dr Dr i v e w a y Country Club Dr Po r t o l a Av e Po r t o l a Av e Driveway Desert Willow Ct 1 3 5 4 7 # # Project Site Existing Study Intersection Proposed Project Driveway Existing Roadway Inbound Distribution Outbound Distribution Project Distribution Legend 15% 40% 30% 15% 10% 10% 10% 5% 5% 35% 15% 15% 30% 15 % 15 % 15% 30% 5% 35 % 25 % 30 % 10% 10% 10 % ##% 15% 15 % 15% 30 % 5% 5% 30 % 15 % 30 % 5% 20 % 10% 20% 20% 20% 10 % 5% 35% 5% 25% 30% 10 % 10 % 10 % Po r t o l a Av e LOOP 15 % V1 1 O e 8 Mo n t e r e y A v e n u e — Po r t o l a A v e n u e Po r t o l a R o a d rn Co o k S t r e e t 3 s . 22 Co o k S t Co o k S t I Co o k S t Co o k S t f Not to Scale INTERNATIONAL Michael Baker Project Trip Distribution Exhibit 2 # Project Site Legend Existing Roadway Existing Study Intersection #Future Study Intersection 2 6 8 1 3 2 Frank Sinatra Drive Gerald Ford Drive Project Site Country Club Drive 5 6 8 10 4 7 NB I-10 SB I-10 Gerald Ford Dr Frank Sinatra DrFrank Sinatra Dr Po r t o l a Rd Frank Sinatra Dr Ho l l i s t e r Dr Dr i v e w a y Country Club Dr Po r t o l a Av e Po r t o l a Av e Driveway Desert Willow Ct 1 3 5 4 7 # # Project Site Existing Study Intersection Proposed Project Driveway Existing Roadway Inbound Distribution Outbound Distribution Project Distribution Legend 39 / 27 39 / 27 13 / 46 26 / 93 4 / 15 30 / 10 8 22 / 77 26 / 93 9 / 31 9 / 31 9 / 31 13 / 46 13 / 46 13 / 46 26 / 93 4 / 15 13 / 9 79 / 54 39 / 27 79 / 54 13 / 9 52 / 36 26 / 18 52 / 36 17 / 62 17 / 62 9 / 31 4 / 15 92 / 63 13 / 9 66 / 45 79 / 54 26 / 18 26 / 18 26 / 18 ## / ## Po r t o l a Av e LOOP 39 / 27 vI i o « g Mo n t e r e y A v e n u e Po r t o l a A v e n u e Po r t o l a R o a d ir L J a e kJ ' Co o k S t r e e t rr 1k Wh e * Co o k S t Co o k S t Co o k S t Co o k S t t Not to Scale INTERNATIONAL Michael Baker Project Trip Assignment Exhibit 3 Not to Scale Exhibit 4 Project Site Plan .1EJ FRANK SINATRA DRIVE erceECWEFHDMCLOEFITWNICNMTAADP ornr-yya l i; i t i % \■1 ; ‘ ; 5 j 14 ; • | 1 ; Il । 10 ; • » = i 7 -/ 1 1 IL {/T 7 t3(T 1Ii___97 l'l"l ■ __J■—1—4—1—I LI I20 +—I79 21 I...rv”!i।HZ2293(9irl .1,J +10 l"l‘l 67I 3 —i’ia. 4 --/125 % ■ ) ss TTI—4m. ____ ___ I —4 1 __1 4T 31 III /LM I i I >---------ry ~VwD EST------| £l30 1r.I '15O_I31 —il illDH1-(T II... 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I J I au I so I DESERT WILLC GOLF RESO । THE RETREAT AT DESERT WILLOW i I I 1 GpEksHacc 0794 ()11 I L _L.L !1IIT _LL.L ■ EX Curg- Ex now anch WEDESTHIN CCNNECTION GnEN suacea“* nECwATK AREA 42AL th L r i l 1 FE11MTCN Bn5N 1E44C JOCCCSEDCELL TOWCRPAR-T i r l h Li" CPENl SPACE • EEMFGDJEFTNC T.ai4,7 - - ' I I I F W e -= I T + + 1 -i I e- I CreM) I SPACE -—r 22 ■. Fs 4-1LA_ FEBEsTHisN OCNNECTION 6724 *(h/ y __ J - ' J —) — L 3 —I - H r I I E.ROW =4 7» r’2 V J ; ; ; —-1 kki’kki t 6% g "’i "ii l I ' < "y Ty "i ,4 ’Pis ’ 12. . .. r 3 3 —' //)| - | = | as | at | as ; 4 ; so ; s wliini / /./I, P- J -EI 1 — — + --- </ / 2 / /, -. 2/ '-/ /. I — yt ’ ■ +—= C —I" w T.. + i ]T • j " I'l1p Michael Baker h .. . . . ■ 4 T L B is Ti b - I I I I I Catavina Residential Trip Generation Table 1 4,810 I546 DU 349 87 : 262 490 309 : 181 AM Peak Hour Trips | PM Peak Hour Trips Land Use Intensity Daily Trips Total TotalIn : Out In : Out Proposed Land Use Single-Family Detatched Housing Notes: DU = Dwelling Units Trip Generation Rates Land Use Proposed Land Use Single-Family Detatched Housing ITE Code 1 210 Daily Trip Rate 8.81 /DU AM Peak Hour Rate Total In : Out 0.64 /DU 25% : 75% PM Peak Hour Rate Total In : Out 0.90 /DU 63% : 37% 1 Source: ITE Trip Generation Manual, 11th Edition. Rates shown are based on fitted curve equation. 1 Catavina Residential TIA – List of Cumulative Projects Project Location Land Use Quantity Palm Desert Developmen t Map ID 1 Dolce NE corner of Gerald Ford Drive and Gateway Drive Single Family Residential 132 DU 16 2 Vitalia Apartments South side of Gerald Ford Drive, east of the Riverside County Sheriff Station Affordable Multifamily 269 DU 14 3 Santa Barbra Condominiums SW corner of Shepard Lane and Gerald Ford Drive Single Family Attached Residential 32 DU 17 4 Refuge Specific Plan West of Shepard Lane and east of Marriott Shadow Ridge Mixed Residential 969 DU 29 5 Montage North side of the intersection of Julie Drive and Shepherd Lane Single Family Residential 63 DU 18 6 Millenium Specific Plan North of Gerald Ford Drive and South of Pacific Union Railroad Residential 38 AC 23 Commercial 40.6 AC Business Park 10 AC High Density Residential 25 AC City Park 27 AC 7 University Park SE corner of Gerald Ford Drive and Portola Avenue Single Family and Multifamily Residential 1,100 DU 32 8 Palm Villas Apartments NE corner of Gerald Ford Drive and Dinah Shore Drive Affordable Multifamily 241 DU 10 9 Millennium Apartments NW corner of Gerald Ford Drive and the future extension of Technology Drive Mixed Income Multifamily 330 DU 3 10 Staybridge Hotel Located on Technology Drive Hotel 96 Rooms 4 11 University Medical Office Park Corner of Gerald Ford Drive and Technology Drive Medical Office 94.7 KSF 5 Office 20 KFS 12 University Park 196 NW corner of University Park Drive and College Drive Mixed Residential 196 DU 30 13 University Village Pad 3 University Village Center on Cook Street and Gerald Ford Drive Restaurant 9 KSF 20 14 Spanish Walk Apartments Northside of Gerald Ford Drive west of the Spanish Walk Development Affordable Multifamily 150 DU 8 15 DSRT Surf Desert Willow Golf Resort Surf Center 6 AC 1Hotel 92 Rooms Villas 83 DU 16 Villa Portofino - 30 SW corner of Portola Avenue and Country Club Drive Single Family Residential 30 DU 36 17 Bravo Garden Apartments South side of Hovley Lane East at the intersection of Jasmine Court Mixed Income Multifamily 388 DU 11 Notes: 1) KSF = Thousand Square Feet; DU = Dwelling Unit: AC = Acres Project Location 2 7 lhjo.r UeI ....5 ■-0 ;■1Roed■ ald Ford Drive ilI 11 1.Ti6,i if: S.: ll yF-H "I tIie MW 3 " 1104rtn i ■ l3==ll 4firy]XaullV\\liI I University of UlHIE2California,IIS 1 ■JuUJuaL J7.Riverside -LPalm Deserti 8 Campus il> )l G= X #I /1 Vhg F 17il" 1A i — LL =E Country Club Drive IP=T G I"49 aI, I firry -0 l” - - ■l __ o I-J t-IHoviny IT jASE 4.ihmoAJ5If Mi T i i i eg a Co. * q ieiF - t. — All § ▼ 1 7 Hovley Lane , "7 ime= s em I 1 I I 1 00EEL - ■ f ? I. e9 —iug— % | - 1 8. 8 m r I ill v. 7 5 La—(8 D i . ? — gia ay Lane West ▼ s n 4 . “oe l : Ad I E I Catavina Residential TIA – List of Cumulative Projects Appendix B: Traffic Count Data & Signal Timing Michael Baker NTER 0 07:15 AM 0 53 8 61 299 0 19 318 0 72 72 144 0 0 0 0 523 07:30 AM 0 88 7 95 333 0 41 374 0 101 84 185 0 0 0 0 654 07:45 AM 0 156 19 175 375 3 41 419 0 129 78 207 0 0 0 0 801 08:00 AM 0 110 10 120 256 0 10 266 0 42 101 143 0 0 0 0 529 Total Volume 0 407 44 451 1263 3 111 1377 0 344 335 679 0 0 0 0 2507 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 County of Riverside File Name : 01_CRV_Cook_10W AM N/S: Cook Street Site Code : 12225086 E/W: I-10 Westbound Ramps Start Date : 2/4/2025 Weather: Clear Page No : 1 Groups Printed- Total Volume Cook Street I-10 Westbound Ramps Cook Street I-10 Westbound On Ramp Southbound Westbound Northbound Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 51 4 55 185 0 10 195 0 36 63 99 0 0 0 0 349 07:15 AM 0 53 8 61 299 0 19 318 0 72 72 144 0 0 0 0 523 07:30 AM 0 88 7 95 333 0 41 374 0 101 84 185 0 0 0 0 654 07:45 AM 0 156 19 175 375 3 41 419 0 129 78 207 0 0 0 0 801 Total 0 348 38 386 1192 3 111 1306 0 338 297 635 0 0 0 0 2327 08:00 AM 08:15 AM 08:30 AM 08:45 AM 0 0 0 0 110 66 60 83 10 8 8 10 120 74 68 93 256 118 178 195 0 0 1 1 10 1 6 7 266 119 185 203 0 1 0 0 42 38 45 43 101 98 92 102 143 137 137 145 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 529 330 390 441 Total 0 319 36 355 747 2 24 773 1 168 393 562 0 0 0 0 1690 Grand Total 0 667 74 741 1939 5 135 2079 1 506 690 1197 0 0 0 0 4017 Apprch % 0 90 10 93.3 0.2 6.5 0.1 42.3 57.6 0 0 0 Total % 0 16.6 1.8 18.4 48.3 0.1 3.4 51.8 0 12.6 17.2 29.8 0 0 0 0 Cook Street Southbound I-10 Westbound Ramps Westbound Cook Street Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM % App. Total 0 90.2 9.8 91.7 0.2 8.1 0 50.7 49.3 0 0 0 PHF .000 .652 .579 .644 .842 .250 .677 .822 .000 .667 .829 .820 .000 .000 .000 .000 .782 [ ] [ ] — J I 4 1 1 4 I [ ] ] • 2 * — ] — F _ [ Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 County of Riverside File Name : 01_CRV_Cook_10W AM N/S: Cook Street Site Code : 12225086 E/W: I-10 Westbound Ramps Start Date : 2/4/2025 Weather: Clear Page No : 2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:15 AM 07:15 AM 07:00 AM +0 mins. 0 88 7 95 299 0 19 318 0 72 72 144 0 0 0 0 +15 mins. 0 156 19 175 333 0 41 374 0 101 84 185 0 0 0 0 +30 mins. 0 110 10 120 375 3 41 419 0 129 78 207 0 0 0 0 +45 mins. 0 66 8 74 256 0 10 266 0 42 101 143 0 0 0 0 Total Volume 0 420 44 464 1263 3 111 1377 0 344 335 679 0 0 0 0 % App. Total PHF 0 .000 90.5 .673 9.5 .579 91.7 0.2 .663 .842 .250 8.1 .677 .822 0 .000 50.7 .667 49.3 .829 .820 0 0 .000 .000 0 .000 .000 04:00 PM 0 96 154 250 2 0 0 2 3 259 223 485 0 0 0 0 737 04:15 PM 0 109 177 286 2 0 1 3 3 246 220 469 0 0 0 0 758 04:30 PM 0 95 166 261 5 0 0 5 1 180 212 393 0 0 0 0 659 04:45 PM 0 69 162 231 3 0 0 3 1 161 213 375 0 0 0 0 609 Total Volume 0 369 659 1028 12 0 1 13 8 846 868 1722 0 0 0 0 2763 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 County of Riverside File Name : 01_CRV_Cook_10W PM N/S: Cook Street Site Code : 12225086 E/W: I-10 Westbound Ramps Start Date : 2/4/2025 Weather: Clear Page No : 1 Groups Printed- Total Volume Cook Street I-10 Westbound Ramps Cook Street I-10 Westbound On Ramp Southbound Westbound Northbound Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 96 154 250 2 0 0 2 3 259 223 485 0 0 0 0 737 04:15 PM 0 109 177 286 2 0 1 3 3 246 220 469 0 0 0 0 758 04:30 PM 0 95 166 261 5 0 0 5 1 180 212 393 0 0 0 0 659 04:45 PM 0 69 162 231 3 0 0 3 1 161 213 375 0 0 0 0 609 Total 0 369 659 1028 12 0 1 13 8 846 868 1722 0 0 0 0 2763 05:00 PM 05:15 PM 05:30 PM 05:45 PM 0 0 0 0 57 81 69 54 143 141 133 161 200 222 202 215 6 2 3 2 0 0 0 1 0 0 0 2 6 2 3 5 0 1 1 0 221 215 175 89 251 236 228 170 472 452 404 259 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 678 676 609 479 Total 0 261 578 839 13 1 2 16 2 700 885 1587 0 0 0 0 2442 Grand Total 0 630 1237 1867 25 1 3 29 10 1546 1753 3309 0 0 0 0 5205 Apprch % 0 33.7 66.3 86.2 3.4 10.3 0.3 46.7 53 0 0 0 Total % 0 12.1 23.8 35.9 0.5 0 0.1 0.6 0.2 29.7 33.7 63.6 0 0 0 0 Cook Street Southbound I-10 Westbound Ramps Westbound Cook Street Northbound I-10 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM % App. Total 0 35.9 64.1 92.3 0 7.7 0.5 49.1 50.4 0 0 0 PHF .000 .846 .931 .899 .600 .000 .250 .650 .667 .817 .973 .888 .000 .000 .000 .000 .911 [ ] [ ] — J I 4 1 1 4 I [ ] ] • 2 * — ] — F _ [ Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 County of Riverside File Name : 01_CRV_Cook_10W PM N/S: Cook Street Site Code : 12225086 E/W: I-10 Westbound Ramps Start Date : 2/4/2025 Weather: Clear Page No : 2 Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:15 PM 04:00 PM 04:00 PM +0 mins. 0 96 154 250 2 0 1 3 3 259 223 485 0 0 0 0 +15 mins. 0 109 177 286 5 0 0 5 3 246 220 469 0 0 0 0 +30 mins. 0 95 166 261 3 0 0 3 1 180 212 393 0 0 0 0 +45 mins. 0 69 162 231 6 0 0 6 1 161 213 375 0 0 0 0 Total Volume 0 369 659 1028 16 0 1 17 8 846 868 1722 0 0 0 0 % App. Total PHF 0 .000 35.9 .846 64.1 .931 .899 94.1 0 .667 .000 5.9 .250 .708 0.5 .667 49.1 .817 50.4 .973 .888 0 0 .000 .000 0 .000 .000 Leg Leg Leg Leg Street WB Ramps Street WB Ramps 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM unlimited Location: County of Riverside Date: 2/4/2025 N/S: Cook Street Day: Tuesday E/W: I-10 WB Ramps PEDESTRIANS North Leg Cook Street East Leg I-10 WB Ramps South Leg Cook Street West Leg I-10 WB Ramps Pedestrians Pedestrians Pedestrians Pedestrians 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL VOLUMES: 0 0 0 0 0 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 WB Ramps VOLUMES: Street WB Ramps Street Eastbound 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound 7:30 AM 7:00 AM 7:15 AM bunt) unlimited Location: County of Riverside Date: 2/4/2025 N/S: Cook Street Day: Tuesday E/W: I-10 WB Ramps BICYCLES Southbound Westbound Northbound Eastbound Cook Street I-10 WB Ramps Cook Street I-10 WB Ramps Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL VOLUMES: 0 0 0 0 0 0 0 0 0 0 0 0 0 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 07:15 AM 9 347 0 356 0 0 0 0 0 125 86 211 17 0 186 203 770 07:30 AM 7 413 0 420 0 0 0 0 0 168 87 255 30 0 200 230 905 07:45 AM 31 499 0 530 0 0 0 0 0 163 113 276 32 0 216 248 1054 08:00 AM 15 362 0 377 0 0 0 0 0 132 95 227 9 1 199 209 813 Total Volume 62 1621 0 1683 0 0 0 0 0 588 381 969 88 1 801 890 3542 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 County of Riverside N/S: Cook Street E/W: I-10 Eastbound Ramps Weather: Clear File Name : 02_CRV_Cook_10E AM Site Code : 12225086 Start Date : 2/4/2025 Page No : 1 Groups Printed- Total Volume Cook Street Southbound I-10 Eastbound On Ramp Westbound Cook Street Northbound I-10 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 07:15 AM 07:30 AM 07:45 AM 3 228 0 231 9 347 0 356 7 413 0 420 31 499 0 530 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 87 57 144 0 125 86 211 0 168 87 255 0 163 113 276 16 0 153 169 17 0 186 203 30 0 200 230 32 0 216 248 544 770 905 1054 Total 50 1487 0 1537 0 0 0 0 0 543 343 886 95 0 755 850 3273 08:00 AM 08:15 AM 08:30 AM 08:45 AM 15 362 0 377 4 184 0 188 5 230 0 235 8 266 0 274 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 132 95 227 0 131 82 213 0 126 95 221 0 135 84 219 9 1 199 209 5 1 182 188 13 1 159 173 14 0 183 197 813 589 629 690 Total 32 1042 0 1074 0 0 0 0 0 524 356 880 41 3 723 767 2721 Grand Total 82 2529 0 2611 0 0 0 0 0 1067 699 1766 136 3 1478 1617 5994 Apprch % 3.1 96.9 0 0 0 0 0 60.4 39.6 8.4 0.2 91.4 Total % 1.4 42.2 0 43.6 0 0 0 0 0 17.8 11.7 29.5 2.3 0.1 24.7 27 Cook Street Southbound I-10 Eastbound On Ramp Westbound Cook Street Northbound I-10 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM % App. Total 3.7 96.3 0 0 0 0 0 60.7 39.3 9.9 0.1 90 PHF .500 .812 .000 .794 .000 .000 .000 .000 .000 .875 .843 .878 .688 .250 .927 .897 .840 [ ] [ ] — J I 4 1 1 4 I [ ] ] • 2 * — ] — F _ [ Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 County of Riverside File Name : 02_CRV_Cook_10E AM N/S: Cook Street Site Code : 12225086 E/W: I-10 Eastbound Ramps Start Date : 2/4/2025 Weather: Clear Page No : 2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:00 AM 07:30 AM 07:15 AM +0 mins. 9 347 0 356 0 0 0 0 0 168 87 255 17 0 186 203 +15 mins. 7 413 0 420 0 0 0 0 0 163 113 276 30 0 200 230 +30 mins. 31 499 0 530 0 0 0 0 0 132 95 227 32 0 216 248 +45 mins. 15 362 0 377 0 0 0 0 0 131 82 213 9 1 199 209 Total Volume 62 1621 0 1683 0 0 0 0 0 594 377 971 88 1 801 890 % App. Total PHF 3.7 96.3 .500 .812 0 .000 .794 0 0 .000 .000 0 .000 .000 0 .000 61.2 .884 38.8 .834 .880 9.9 0.1 .688 .250 90 .927 .897 04:00 PM 2 93 0 95 0 0 0 0 0 397 53 450 103 2 245 350 895 04:15 PM 8 100 0 108 0 0 0 0 0 368 65 433 87 4 207 298 839 04:30 PM 4 101 0 105 0 0 0 0 0 322 83 405 67 0 207 274 784 04:45 PM 2 71 0 73 0 0 0 0 0 323 95 418 52 1 169 222 713 Total Volume 16 365 0 381 0 0 0 0 0 1410 296 1706 309 7 828 1144 3231 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 County of Riverside File Name : 02_CRV_Cook_10E PM N/S: Cook Street Site Code : 12225086 E/W: I-10 Eastbound Ramps Start Date : 2/4/2025 Weather: Clear Page No : 1 Groups Printed- Total Volume Cook Street I-10 Eastbound On Ramp Cook Street I-10 Eastbound Off Ramp Southbound Westbound Northbound Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 2 93 0 95 0 0 0 0 0 397 53 450 103 2 245 350 895 04:15 PM 8 100 0 108 0 0 0 0 0 368 65 433 87 4 207 298 839 04:30 PM 4 101 0 105 0 0 0 0 0 322 83 405 67 0 207 274 784 04:45 PM 2 71 0 73 0 0 0 0 0 323 95 418 52 1 169 222 713 Total 16 365 0 381 0 0 0 0 0 1410 296 1706 309 7 828 1144 3231 05:00 PM 05:15 PM 05:30 PM 05:45 PM 3 2 1 3 52 95 76 61 0 0 0 0 55 97 77 64 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 401 365 345 238 80 88 95 69 481 453 440 307 68 89 49 23 2 0 1 2 189 187 190 132 259 276 240 157 795 826 757 528 Total 9 284 0 293 0 0 0 0 0 1349 332 1681 229 5 698 932 2906 Grand Total 25 649 0 674 0 0 0 0 0 2759 628 3387 538 12 1526 2076 6137 Apprch % 3.7 96.3 0 0 0 0 0 81.5 18.5 25.9 0.6 73.5 Total % 0.4 10.6 0 11 0 0 0 0 0 45 10.2 55.2 8.8 0.2 24.9 33.8 Cook Street Southbound I-10 Eastbound On Ramp Westbound Cook Street Northbound I-10 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM % App. Total 4.2 95.8 0 0 0 0 0 82.6 17.4 27 0.6 72.4 PHF .500 .903 .000 .882 .000 .000 .000 .000 .000 .888 .779 .948 .750 .438 .845 .817 .903 [ ] [ ] — J I 4 1 1 4 I [ ] ] • 2 * — ] — F _ [ Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 County of Riverside File Name : 02_CRV_Cook_10E PM N/S: Cook Street Site Code : 12225086 E/W: I-10 Eastbound Ramps Start Date : 2/4/2025 Weather: Clear Page No : 2 Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:45 PM 04:00 PM +0 mins. 2 93 0 95 0 0 0 0 0 323 95 418 103 2 245 350 +15 mins. 8 100 0 108 0 0 0 0 0 401 80 481 87 4 207 298 +30 mins. 4 101 0 105 0 0 0 0 0 365 88 453 67 0 207 274 +45 mins. 2 71 0 73 0 0 0 0 0 345 95 440 52 1 169 222 Total Volume 16 365 0 381 0 0 0 0 0 1434 358 1792 309 7 828 1144 % App. Total PHF 4.2 95.8 .500 .903 0 .000 .882 0 0 .000 .000 0 .000 .000 0 80 .000 .894 20 .942 .931 27 .750 0.6 72.4 .438 .845 .817 Leg Leg Leg Leg Street EB Ramps Street EB Ramps 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM unlimited Location: County of Riverside Date: 2/4/2025 N/S: Cook Street Day: Tuesday E/W: I-10 EB Ramps PEDESTRIANS North Leg Cook Street East Leg I-10 EB Ramps South Leg Cook Street West Leg I-10 EB Ramps Pedestrians Pedestrians Pedestrians Pedestrians 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL VOLUMES: 0 0 0 0 0 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 EB Ramps VOLUMES: Street EB Ramps Street Eastbound 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound 7:30 AM 7:00 AM 7:15 AM bunt) unlimited Location: County of Riverside Date: 2/4/2025 N/S: Cook Street Day: Tuesday E/W: I-10 EB Ramps BICYCLES Southbound Westbound Northbound Eastbound Cook Street I-10 EB Ramps Cook Street I-10 EB Ramps Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL VOLUMES: 0 0 0 0 0 0 0 0 0 0 0 0 0 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 07:15 AM 44 327 126 9 506 5 38 26 0 69 23 118 5 0 146 63 26 21 2 112 833 07:30 AM 41 382 134 19 576 6 55 41 0 102 35 155 3 1 194 68 28 29 1 126 998 07:45 AM 42 435 171 22 670 6 102 33 0 141 42 156 10 1 209 92 53 26 3 174 1194 08:00 AM 40 387 130 20 577 14 59 33 0 106 50 140 9 0 199 47 32 35 4 118 1000 Total Volume 167 1531 561 70 2329 31 254 133 0 418 150 569 27 2 748 270 139 111 10 530 4025 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 03_PLD_Cook_GF AM N/S: Cook Street Site Code : 12225086 E/W: Gerald Ford Drive Start Date : 2/4/2025 Weather: Clear Page No : 1 Groups Printed- Total Volume Cook Street Gerald Ford Drive Cook Street Gerald Ford Drive Southbound Westbound Northbound Eastbound Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 07:00 AM 34 213 86 5 338 7 48 13 0 68 18 94 3 0 115 48 27 11 1 87 608 07:15 AM 44 327 126 9 506 5 38 26 0 69 23 118 5 0 146 63 26 21 2 112 833 07:30 AM 41 382 134 19 576 6 55 41 0 102 35 155 3 1 194 68 28 29 1 126 998 07:45 AM 42 435 171 22 670 6 102 33 0 141 42 156 10 1 209 92 53 26 3 174 1194 Total 161 1357 517 55 2090 24 243 113 0 380 118 523 21 2 664 271 134 87 7 499 3633 08:00 AM 08:15 AM 08:30 AM 08:45 AM 40 387 31 225 31 234 51 248 130 75 91 114 20 24 11 18 577 355 367 431 14 9 10 12 59 54 50 59 33 32 32 27 0 0 0 0 106 95 92 98 50 37 46 53 140 127 130 127 9 7 10 9 0 0 0 0 199 171 186 189 47 52 53 66 32 31 32 37 35 36 24 31 4 0 1 0 118 119 110 134 1000 740 755 852 Total 153 1094 410 73 1730 45 222 124 0 391 186 524 35 0 745 218 132 126 5 481 3347 Grand Total 314 2451 927 128 3820 69 465 237 0 771 304 1047 56 2 1409 489 266 213 12 980 6980 Apprch % 8.2 64.2 24.3 3.4 8.9 60.3 30.7 0 21.6 74.3 4 0.1 49.9 27.1 21.7 1.2 Total % 4.5 35.1 13.3 1.8 54.7 1 6.7 3.4 0 11 4.4 15 0.8 0 20.2 7 3.8 3.1 0.2 14 Cook Street Southbound Gerald Ford Drive Westbound Cook Street Northbound Gerald Ford Drive Eastbound Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM % App. Total 7.2 65.7 24.1 3 7.4 60.8 31.8 0 20.1 76.1 3.6 0.3 50.9 26.2 20.9 1.9 PHF .949 .880 .820 .795 .869 .554 .623 .811 .000 .741 .750 .912 .675 .500 .895 .734 .656 .793 .625 .761 .843 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert N/S: Cook Street E/W: Gerald Ford Drive Weather: Clear File Name : 03_PLD_Cook_GF AM Site Code : 12225086 Start Date : 2/4/2025 Page No : 2 T 4 * 4 — [ ] [ ] [ I I ] — EE — E — ___ Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert N/S: Cook Street E/W: Gerald Ford Drive Weather: Clear File Name : 03_PLD_Cook_GF AM Site Code : 12225086 Start Date : 2/4/2025 Page No : 3 07:15 AM 07:30 AM 07:30 AM 07:30 AM +0 mins. 44 327 126 9 506 6 55 41 0 102 35 155 3 1 194 68 28 29 1 126 +15 mins. 41 382 134 19 576 6 102 33 0 141 42 156 10 1 209 92 53 26 3 174 +30 mins. 42 435 171 22 670 14 59 33 0 106 50 140 9 0 199 47 32 35 4 118 +45 mins. 40 387 130 20 577 9 54 32 0 95 37 127 7 0 171 52 31 36 0 119 Total Volume 167 1531 561 70 2329 35 270 139 0 444 164 578 29 2 773 259 144 126 8 537 % App. Total 7.2 65.7 24.1 3 7.9 60.8 31.3 0 21.2 74.8 3.8 0.3 48.2 26.8 23.5 1.5 PHF .949 .880 .820 .795 .869 .625 .662 .848 .000 .787 .820 .926 .725 .500 .925 .704 .679 .875 .500 .772 Cook Street Southbound Gerald Ford Drive Westbound Cook Street Northbound Gerald Ford Drive Eastbound Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 57 208 37 10 312 29 90 71 4 194 79 255 11 0 345 86 74 41 2 203 1054 04:45 PM 45 181 23 5 254 19 82 66 1 168 80 232 15 0 327 76 69 54 3 202 951 05:00 PM 47 167 25 6 245 25 80 82 0 187 88 297 25 2 412 99 109 59 5 272 1116 05:15 PM 56 178 37 10 281 25 96 71 1 193 67 254 23 4 348 70 123 66 0 259 1081 Total Volume 205 734 122 31 1092 98 348 290 6 742 314 1038 74 6 1432 331 375 220 10 936 4202 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 03_PLD_Cook_GF PM N/S: Cook Street Site Code : 12225086 E/W: Gerald Ford Drive Start Date : 2/4/2025 Weather: Clear Page No : 1 Groups Printed- Total Volume Cook Street Gerald Ford Drive Cook Street Gerald Ford Drive Southbound Westbound Northbound Eastbound Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 04:00 PM 71 216 34 8 329 27 74 70 7 178 81 285 11 2 379 92 82 70 6 250 1136 04:15 PM 62 193 35 11 301 18 79 65 4 166 66 250 18 0 334 75 76 56 3 210 1011 04:30 PM 57 208 37 10 312 29 90 71 4 194 79 255 11 0 345 86 74 41 2 203 1054 04:45 PM 45 181 23 5 254 19 82 66 1 168 80 232 15 0 327 76 69 54 3 202 951 Total 235 798 129 34 1196 93 325 272 16 706 306 1022 55 2 1385 329 301 221 14 865 4152 05:00 PM 05:15 PM 05:30 PM 05:45 PM 47 56 69 36 167 178 172 131 25 37 25 26 6 10 10 8 245 281 276 201 25 25 16 14 80 96 80 62 82 71 89 61 0 1 0 0 187 193 185 137 88 67 73 51 297 254 251 168 25 23 9 11 2 4 0 0 412 348 333 230 99 70 69 63 109 123 55 49 59 66 44 41 5 0 1 6 272 259 169 159 1116 1081 963 727 Total 208 648 113 34 1003 80 318 303 1 702 279 970 68 6 1323 301 336 210 12 859 3887 Grand Total 443 1446 242 68 2199 173 643 575 17 1408 585 1992 123 8 2708 630 637 431 26 1724 8039 Apprch % 20.1 65.8 11 3.1 12.3 45.7 40.8 1.2 21.6 73.6 4.5 0.3 36.5 36.9 25 1.5 Total % 5.5 18 3 0.8 27.4 2.2 8 7.2 0.2 17.5 7.3 24.8 1.5 0.1 33.7 7.8 7.9 5.4 0.3 21.4 Cook Street Southbound Gerald Ford Drive Westbound Cook Street Northbound Gerald Ford Drive Eastbound Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM % App. Total 18.8 67.2 11.2 2.8 13.2 46.9 39.1 0.8 21.9 72.5 5.2 0.4 35.4 40.1 23.5 1.1 PHF .899 .882 .824 .775 .875 .845 .906 .884 .375 .956 .892 .874 .740 .375 .869 .836 .762 .833 .500 .860 .941 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert N/S: Cook Street E/W: Gerald Ford Drive Weather: Clear File Name : 03_PLD_Cook_GF PM Site Code : 12225086 Start Date : 2/4/2025 Page No : 2 T 4 * 4 — [ ] [ ] [ I I ] — EE — E — ___ Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert N/S: Cook Street E/W: Gerald Ford Drive Weather: Clear File Name : 03_PLD_Cook_GF PM Site Code : 12225086 Start Date : 2/4/2025 Page No : 3 04:00 PM 04:30 PM 04:30 PM 04:30 PM +0 mins. 71 216 34 8 329 29 90 71 4 194 79 255 11 0 345 86 74 41 2 203 +15 mins. 62 193 35 11 301 19 82 66 1 168 80 232 15 0 327 76 69 54 3 202 +30 mins. 57 208 37 10 312 25 80 82 0 187 88 297 25 2 412 99 109 59 5 272 +45 mins. 45 181 23 5 254 25 96 71 1 193 67 254 23 4 348 70 123 66 0 259 Total Volume 235 798 129 34 1196 98 348 290 6 742 314 1038 74 6 1432 331 375 220 10 936 % App. Total 19.6 66.7 10.8 2.8 13.2 46.9 39.1 0.8 21.9 72.5 5.2 0.4 35.4 40.1 23.5 1.1 PHF .827 .924 .872 .773 .909 .845 .906 .884 .375 .956 .892 .874 .740 .375 .869 .836 .762 .833 .500 .860 Cook Street Southbound Gerald Ford Drive Westbound Cook Street Northbound Gerald Ford Drive Eastbound Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: Leg Leg Leg Leg Street Ford Drive Street Ford Drive 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM unlimited Location: Palm Desert Date: 2/4/2025 N/S: Cook Street Day: Tuesday E/W: Gerald Ford Drive PEDESTRIANS North Leg Cook Street East Leg Gerald Ford Drive South Leg Cook Street West Leg Gerald Ford Drive Pedestrians Pedestrians Pedestrians Pedestrians 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 1 2 0 0 0 2 0 0 2 TOTAL VOLUMES: 1 1 0 4 6 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 7:30 AM 7:00 AM 7:15 AM Eastbound 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound Cook Street Gerald Ford Drive Cook Street Gerald Ford Drive TOTAL VOLUMES: bunt) unlimited Location: Palm Desert Date: 2/4/2025 N/S: Cook Street Day: Tuesday E/W: Gerald Ford Drive BICYCLES Southbound Westbound Northbound Eastbound Cook Street Gerald Ford Drive Cook Street Gerald Ford Drive Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 TOTAL VOLUMES: 0 2 0 0 0 0 0 0 0 0 0 0 2 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 07:15 AM 6 280 64 350 9 27 5 41 7 109 2 118 36 9 16 61 570 07:30 AM 7 322 66 395 18 42 12 72 14 146 3 163 43 15 16 74 704 07:45 AM 7 383 84 474 25 27 11 63 14 167 5 186 52 22 20 94 817 08:00 AM 7 346 68 421 24 25 17 66 9 133 3 145 40 18 22 80 712 Total Volume 27 1331 282 1640 76 121 45 242 44 555 13 612 171 64 74 309 2803 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 06_PLD_Cook_FS AM N/S: Cook Street Site Code : 12225086 E/W: Frank Sinatra Drive Start Date : 2/4/2025 Weather: Clear Page No : 1 Groups Printed- Total Volume Cook Street Frank Sinatra Drive Cook Street Frank Sinatra Drive Southbound Westbound Northbound Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 7 205 56 268 7 18 5 30 10 97 2 109 19 17 8 44 451 07:15 AM 6 280 64 350 9 27 5 41 7 109 2 118 36 9 16 61 570 07:30 AM 7 322 66 395 18 42 12 72 14 146 3 163 43 15 16 74 704 07:45 AM 7 383 84 474 25 27 11 63 14 167 5 186 52 22 20 94 817 Total 27 1190 270 1487 59 114 33 206 45 519 12 576 150 63 60 273 2542 08:00 AM 08:15 AM 08:30 AM 08:45 AM 7 8 9 10 346 230 200 207 68 27 36 27 421 265 245 244 24 15 12 8 25 21 41 37 17 12 12 17 66 48 65 62 9 18 10 15 133 163 158 154 3 11 7 7 145 192 175 176 40 22 30 41 18 23 34 21 22 20 19 27 80 65 83 89 712 570 568 571 Total 34 983 158 1175 59 124 58 241 52 608 28 688 133 96 88 317 2421 Grand Total 61 2173 428 2662 118 238 91 447 97 1127 40 1264 283 159 148 590 4963 Apprch % 2.3 81.6 16.1 26.4 53.2 20.4 7.7 89.2 3.2 48 26.9 25.1 Total % 1.2 43.8 8.6 53.6 2.4 4.8 1.8 9 2 22.7 0.8 25.5 5.7 3.2 3 11.9 Cook Street Southbound Frank Sinatra Drive Westbound Cook Street Northbound Frank Sinatra Drive Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM % App. Total 1.6 81.2 17.2 31.4 50 18.6 7.2 90.7 2.1 55.3 20.7 23.9 PHF .964 .869 .839 .865 .760 .720 .662 .840 .786 .831 .650 .823 .822 .727 .841 .822 .858 [ ] [ ] — J I 4 1 1 4 I [ ] ] • 2 * — ] — F _ [ Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 06_PLD_Cook_FS AM N/S: Cook Street Site Code : 12225086 E/W: Frank Sinatra Drive Start Date : 2/4/2025 Weather: Clear Page No : 2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:30 AM 07:45 AM 07:45 AM +0 mins. 6 280 64 350 18 42 12 72 14 167 5 186 52 22 20 94 +15 mins. 7 322 66 395 25 27 11 63 9 133 3 145 40 18 22 80 +30 mins. 7 383 84 474 24 25 17 66 18 163 11 192 22 23 20 65 +45 mins. 7 346 68 421 15 21 12 48 10 158 7 175 30 34 19 83 Total Volume 27 1331 282 1640 82 115 52 249 51 621 26 698 144 97 81 322 % App. Total PHF 1.6 81.2 .964 .869 17.2 .839 .865 32.9 46.2 .820 .685 20.9 .765 .865 7.3 .708 89 .930 3.7 .591 .909 44.7 30.1 .692 .713 25.2 .920 .856 Cook Street Fr a n k S i n a t r a D r i v e Fr a n k S i n a t r a D r i v e Cook Street Right 282 Thru 1331 Left 27 In - Peak Hour: 07:15 AM 1640 Ri g h t 52 Th r u 11 5 Le f t 82 In - P e a k H o u r : 0 7 : 3 0 A M 24 9 Left 51 Thru 621 Right 26 In - Peak Hour: 07:45 AM 698 Le f t 14 4 Th r u 97 Ri g h t 81 In - P e a k H o u r : 0 7 : 4 5 A M 32 2 Total Volume Peak Hour Data North J l 4 1 1 [ ] 4 * —— — Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 06_PLD_Cook_FS AM N/S: Cook Street Site Code : 12225086 E/W: Frank Sinatra Drive Start Date : 2/4/2025 Weather: Clear Page No : 3 04:00 PM 38 314 20 372 11 46 22 79 26 301 22 349 46 39 30 115 915 04:15 PM 35 241 13 289 14 52 33 99 33 291 17 341 45 55 26 126 855 04:30 PM 43 235 14 292 19 41 35 95 23 309 18 350 49 65 35 149 886 04:45 PM 28 224 11 263 10 56 33 99 28 278 13 319 53 65 34 152 833 Total Volume 144 1014 58 1216 54 195 123 372 110 1179 70 1359 193 224 125 542 3489 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 06_PLD_Cook_FS PM N/S: Cook Street Site Code : 12225086 E/W: Frank Sinatra Drive Start Date : 2/4/2025 Weather: Clear Page No : 1 Groups Printed- Total Volume Cook Street Frank Sinatra Drive Cook Street Frank Sinatra Drive Southbound Westbound Northbound Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 38 314 20 372 11 46 22 79 26 301 22 349 46 39 30 115 915 04:15 PM 35 241 13 289 14 52 33 99 33 291 17 341 45 55 26 126 855 04:30 PM 43 235 14 292 19 41 35 95 23 309 18 350 49 65 35 149 886 04:45 PM 28 224 11 263 10 56 33 99 28 278 13 319 53 65 34 152 833 Total 144 1014 58 1216 54 195 123 372 110 1179 70 1359 193 224 125 542 3489 05:00 PM 05:15 PM 05:30 PM 05:45 PM 34 24 20 15 242 236 224 176 14 15 20 10 290 275 264 201 11 16 6 13 62 42 39 34 34 32 13 30 107 90 58 77 31 30 17 29 311 278 267 198 10 22 17 12 352 330 301 239 54 49 61 32 67 74 54 34 24 24 27 15 145 147 142 81 894 842 765 598 Total 93 878 59 1030 46 177 109 332 107 1054 61 1222 196 229 90 515 3099 Grand Total 237 1892 117 2246 100 372 232 704 217 2233 131 2581 389 453 215 1057 6588 Apprch % 10.6 84.2 5.2 14.2 52.8 33 8.4 86.5 5.1 36.8 42.9 20.3 Total % 3.6 28.7 1.8 34.1 1.5 5.6 3.5 10.7 3.3 33.9 2 39.2 5.9 6.9 3.3 16 Cook Street Southbound Frank Sinatra Drive Westbound Cook Street Northbound Frank Sinatra Drive Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM % App. Total 11.8 83.4 4.8 14.5 52.4 33.1 8.1 86.8 5.2 35.6 41.3 23.1 PHF .837 .807 .725 .817 .711 .871 .879 .939 .833 .954 .795 .971 .910 .862 .893 .891 .953 [ ] [ ] — J I 4 1 1 4 I [ ] ] • 2 * — ] — F _ [ Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 06_PLD_Cook_FS PM N/S: Cook Street Site Code : 12225086 E/W: Frank Sinatra Drive Start Date : 2/4/2025 Weather: Clear Page No : 2 Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:15 PM 04:15 PM 04:30 PM +0 mins. 38 314 20 372 14 52 33 99 33 291 17 341 49 65 35 149 +15 mins. 35 241 13 289 19 41 35 95 23 309 18 350 53 65 34 152 +30 mins. 43 235 14 292 10 56 33 99 28 278 13 319 54 67 24 145 +45 mins. 28 224 11 263 11 62 34 107 31 311 10 352 49 74 24 147 Total Volume 144 1014 58 1216 54 211 135 400 115 1189 58 1362 205 271 117 593 % App. Total PHF 11.8 83.4 .837 .807 4.8 .725 .817 13.5 52.8 .711 .851 33.8 .964 .935 8.4 87.3 .871 .956 4.3 .806 .967 34.6 45.7 .949 .916 19.7 .836 .975 Leg Leg Leg Leg Street Sinatra Drive Street Sinatra Drive 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM unlimited Location: Palm Desert Date: 2/4/2025 N/S: Cook Street Day: Tuesday E/W: Frank Sinatra Drive PEDESTRIANS North Leg Cook Street East Leg Frank Sinatra Drive South Leg Cook Street West Leg Frank Sinatra Drive Pedestrians Pedestrians Pedestrians Pedestrians 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL VOLUMES: 0 1 2 0 3 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 7:30 AM 7:00 AM 7:15 AM Eastbound 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound Cook Street Frank Sinatra Drive Cook Street Frank Sinatra Drive TOTAL VOLUMES: bunt) unlimited Location: Palm Desert Date: 2/4/2025 N/S: Cook Street Day: Tuesday E/W: Frank Sinatra Drive BICYCLES Southbound Westbound Northbound Eastbound Cook Street Frank Sinatra Drive Cook Street Frank Sinatra Drive Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 1 1 0 0 1 1 0 TOTAL VOLUMES: 0 2 0 0 1 0 0 0 1 0 1 0 5 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 07:30 AM 2 259 261 0 0 0 115 0 115 376 07:45 AM 4 275 279 0 0 0 136 1 137 416 08:00 AM 2 249 251 0 1 1 145 0 145 397 08:15 AM 1 193 194 1 0 1 132 2 134 329 Total Volume 9 976 985 1 1 2 528 3 531 1518 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 07_PLD_Por_WR AM N/S: Portola Avenue Site Code : 12225086 E/W: Willow Ridge Court Start Date : 2/4/2025 Weather: Clear Page No : 1 Groups Printed- Total Volume Portola Avenue Southbound Willow Ridge Court Westbound Portola Avenue Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 07:15 AM 07:30 AM 07:45 AM 0 131 131 0 205 205 2 259 261 4 275 279 0 0 0 0 0 0 0 0 0 0 0 0 65 1 66 68 0 68 115 0 115 136 1 137 197 273 376 416 Total 6 870 876 0 0 0 384 2 386 1262 08:00 AM 08:15 AM 08:30 AM 08:45 AM 2 1 1 4 249 193 187 178 251 194 188 182 0 1 1 1 1 0 0 1 1 1 1 2 145 132 130 110 0 2 2 2 145 134 132 112 397 329 321 296 Total 8 807 815 3 2 5 517 6 523 1343 Grand Total 14 1677 1691 3 2 5 901 8 909 2605 Apprch % 0.8 99.2 60 40 99.1 0.9 Total % 0.5 64.4 64.9 0.1 0.1 0.2 34.6 0.3 34.9 Portola Avenue Southbound Willow Ridge Court Westbound Portola Avenue Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM % App. Total 0.9 99.1 50 50 99.4 0.6 PHF .563 .887 .883 .250 .250 .500 .910 .375 .916 .912 [ ] [ ] [ ] — 1 4 1 P I [ ] [ ] [ ] Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 07_PLD_Por_WR AM N/S: Portola Avenue Site Code : 12225086 E/W: Willow Ridge Court Start Date : 2/4/2025 Weather: Clear Page No : 2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 08:00 AM 07:45 AM +0 mins. 0 205 205 0 1 1 136 1 137 +15 mins. 145 0 145 +30 mins. 2 259 261 1 0 1 4 275 279 1 0 1 132 2 134 +45 mins. 2 249 251 1 1 2 130 2 132 Total Volume 8 988 996 3 2 5 543 5 548 % App. Total 0.8 99.2 60 40 99.1 0.9 PHF .500 .898 .892 .750 .500 .625 .936 .625 .945 04:00 PM 0 187 187 0 1 1 234 1 235 423 04:15 PM 0 135 135 1 3 4 220 1 221 360 04:30 PM 0 245 245 2 0 2 208 0 208 455 04:45 PM 0 179 179 2 0 2 189 0 189 370 Total Volume 0 746 746 5 4 9 851 2 853 1608 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 07_PLD_Por_WR PM N/S: Portola Avenue Site Code : 12225086 E/W: Willow Ridge Court Start Date : 2/4/2025 Weather: Clear Page No : 1 Groups Printed- Total Volume Portola Avenue Southbound Willow Ridge Court Westbound Portola Avenue Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 04:15 PM 04:30 PM 04:45 PM 0 187 187 0 135 135 0 245 245 0 179 179 0 1 1 1 3 4 2 0 2 2 0 2 234 1 235 220 1 221 208 0 208 189 0 189 423 360 455 370 Total 0 746 746 5 4 9 851 2 853 1608 05:00 PM 05:15 PM 05:30 PM 05:45 PM 0 0 0 0 160 157 147 114 160 157 147 114 2 2 0 0 0 0 0 0 2 2 0 0 227 218 166 136 0 0 1 0 227 218 167 136 389 377 314 250 Total 0 578 578 4 0 4 747 1 748 1330 Grand Total 0 1324 1324 9 4 13 1598 3 1601 2938 Apprch % 0 100 69.2 30.8 99.8 0.2 Total % 0 45.1 45.1 0.3 0.1 0.4 54.4 0.1 54.5 Portola Avenue Southbound Willow Ridge Court Westbound Portola Avenue Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM % App. Total 0 100 55.6 44.4 99.8 0.2 PHF .000 .761 .761 .625 .333 .563 .909 .500 .907 .884 [ ] [ ] [ ] — 1 4 1 P I [ ] [ ] [ ] Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 07_PLD_Por_WR PM N/S: Portola Avenue Site Code : 12225086 E/W: Willow Ridge Court Start Date : 2/4/2025 Weather: Clear Page No : 2 Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:15 PM 04:00 PM +0 mins. 1 3 4 234 1 2350 187 187 +15 mins. 0 135 135 2 0 2 220 1 221 +30 mins. 0 245 245 2 0 2 208 0 208 +45 mins. 0 179 179 2 0 2 189 0 189 Total Volume 0 746 746 7 3 10 851 2 853 % App. Total 0 100 70 30 99.8 0.2 PHF .000 .761 .761 .875 .250 .625 .909 .500 .907 Leg Leg Leg Leg Avenue Ridge Court Avenue End 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM unlimited Location: Palm Desert Date: 2/4/2025 N/S: Portola Avenue Day: Tuesday E/W: Willow Ridge Court PEDESTRIANS North Leg Portola Avenue East Leg Willow Ridge Court South Leg Portola Avenue West Leg Dead End Pedestrians Pedestrians Pedestrians Pedestrians 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL VOLUMES: 0 4 0 0 4 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 7:30 AM 7:00 AM 7:15 AM Eastbound 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound Portola Avenue Willow Ridge Court Portola Avenue Dead End TOTAL VOLUMES: bunt) unlimited Location: Palm Desert Date: 2/4/2025 N/S: Portola Avenue Day: Tuesday E/W: Willow Ridge Court BICYCLES Southbound Westbound Northbound Eastbound Portola Avenue Willow Ridge Court Portola Avenue Dead End Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 1 0 0 TOTAL VOLUMES: 0 2 0 0 0 0 0 1 0 0 0 0 3 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 07:30 AM 11 166 65 242 34 202 10 246 46 86 26 158 18 87 47 152 798 07:45 AM 22 154 63 239 40 208 19 267 68 136 34 238 13 101 44 158 902 08:00 AM 19 155 88 262 36 210 16 262 60 121 40 221 4 94 41 139 884 08:15 AM 20 100 65 185 20 191 21 232 66 66 31 163 8 89 38 135 715 Total Volume 72 575 281 928 130 811 66 1007 240 409 131 780 43 371 170 584 3299 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 08_PLD_Por_CC AM N/S: Portola Avenue Site Code : 12225086 E/W: Country Club Drive Start Date : 2/4/2025 Weather: Clear Page No : 1 Groups Printed- Total Volume Portola Avenue Country Club Drive Portola Avenue Country Club Drive Southbound Westbound Northbound Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 5 81 44 130 19 103 5 127 33 52 16 101 4 54 13 71 429 07:15 AM 12 115 69 196 28 166 2 196 38 66 19 123 3 71 27 101 616 07:30 AM 11 166 65 242 34 202 10 246 46 86 26 158 18 87 47 152 798 07:45 AM 22 154 63 239 40 208 19 267 68 136 34 238 13 101 44 158 902 Total 50 516 241 807 121 679 36 836 185 340 95 620 38 313 131 482 2745 08:00 AM 08:15 AM 08:30 AM 08:45 AM 19 20 19 20 155 100 105 122 88 65 51 47 262 185 175 189 36 20 34 32 210 191 184 190 16 21 26 16 262 232 244 238 60 66 57 49 121 66 96 73 40 31 35 30 221 163 188 152 4 8 13 14 94 89 97 125 41 38 48 38 139 135 158 177 884 715 765 756 Total 78 482 251 811 122 775 79 976 232 356 136 724 39 405 165 609 3120 Grand Total 128 998 492 1618 243 1454 115 1812 417 696 231 1344 77 718 296 1091 5865 Apprch % 7.9 61.7 30.4 13.4 80.2 6.3 31 51.8 17.2 7.1 65.8 27.1 Total % 2.2 17 8.4 27.6 4.1 24.8 2 30.9 7.1 11.9 3.9 22.9 1.3 12.2 5 18.6 Portola Avenue Southbound Country Club Drive Westbound Portola Avenue Northbound Country Club Drive Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM % App. Total 7.8 62 30.3 12.9 80.5 6.6 30.8 52.4 16.8 7.4 63.5 29.1 PHF .818 .866 .798 .885 .813 .965 .786 .943 .882 .752 .819 .819 .597 .918 .904 .924 .914 [ ] [ ] — J I 4 1 1 4 I [ ] ] • 2 * — ] — F _ [ Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 08_PLD_Por_CC AM N/S: Portola Avenue Site Code : 12225086 E/W: Country Club Drive Start Date : 2/4/2025 Weather: Clear Page No : 2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:30 AM 07:45 AM 08:00 AM +0 mins. 12 115 69 196 34 202 10 246 68 136 34 238 4 94 41 139 +15 mins. 11 166 65 242 40 208 19 267 60 121 40 221 8 89 38 135 +30 mins. 22 154 63 239 36 210 16 262 66 66 31 163 13 97 48 158 +45 mins. 19 155 88 262 20 191 21 232 57 96 35 188 14 125 38 177 Total Volume 64 590 285 939 130 811 66 1007 251 419 140 810 39 405 165 609 % App. Total PHF 6.8 62.8 .727 .889 30.4 .810 .896 12.9 80.5 .813 .965 6.6 .786 .943 31 .923 51.7 .770 17.3 .875 .851 6.4 66.5 .696 .810 27.1 .859 .860 04:00 PM 17 141 38 196 30 152 34 216 56 160 39 255 36 259 44 339 1006 04:15 PM 18 104 15 137 32 206 43 281 45 145 43 233 34 241 59 334 985 04:30 PM 22 108 26 156 34 173 42 249 56 141 32 229 15 223 56 294 928 04:45 PM 21 118 23 162 28 165 39 232 46 128 41 215 15 206 53 274 883 Total Volume 78 471 102 651 124 696 158 978 203 574 155 932 100 929 212 1241 3802 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 08_PLD_Por_CC PM N/S: Portola Avenue Site Code : 12225086 E/W: Country Club Drive Start Date : 2/4/2025 Weather: Clear Page No : 1 Groups Printed- Total Volume Portola Avenue Country Club Drive Portola Avenue Country Club Drive Southbound Westbound Northbound Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 17 141 38 196 30 152 34 216 56 160 39 255 36 259 44 339 1006 04:15 PM 18 104 15 137 32 206 43 281 45 145 43 233 34 241 59 334 985 04:30 PM 22 108 26 156 34 173 42 249 56 141 32 229 15 223 56 294 928 04:45 PM 21 118 23 162 28 165 39 232 46 128 41 215 15 206 53 274 883 Total 78 471 102 651 124 696 158 978 203 574 155 932 100 929 212 1241 3802 05:00 PM 05:15 PM 05:30 PM 05:45 PM 29 16 19 9 138 131 124 92 16 22 21 17 183 169 164 118 30 37 31 30 147 177 156 146 25 42 43 22 202 256 230 198 41 54 37 40 165 135 112 104 24 34 30 27 230 223 179 171 16 22 8 13 234 196 125 131 62 36 37 38 312 254 170 182 927 902 743 669 Total 73 485 76 634 128 626 132 886 172 516 115 803 59 686 173 918 3241 Grand Total 151 956 178 1285 252 1322 290 1864 375 1090 270 1735 159 1615 385 2159 7043 Apprch % 11.8 74.4 13.9 13.5 70.9 15.6 21.6 62.8 15.6 7.4 74.8 17.8 Total % 2.1 13.6 2.5 18.2 3.6 18.8 4.1 26.5 5.3 15.5 3.8 24.6 2.3 22.9 5.5 30.7 Portola Avenue Southbound Country Club Drive Westbound Portola Avenue Northbound Country Club Drive Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM % App. Total 12 72.4 15.7 12.7 71.2 16.2 21.8 61.6 16.6 8.1 74.9 17.1 PHF .886 .835 .671 .830 .912 .845 .919 .870 .906 .897 .901 .914 .694 .897 .898 .915 .945 [ ] [ ] — J I 4 1 1 4 I [ ] ] • 2 * — ] — F _ [ Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Palm Desert File Name : 08_PLD_Por_CC PM N/S: Portola Avenue Site Code : 12225086 E/W: Country Club Drive Start Date : 2/4/2025 Weather: Clear Page No : 2 Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:00 PM 04:00 PM 04:00 PM +0 mins. 21 118 23 162 30 152 34 216 56 160 39 255 36 259 44 339 +15 mins. 29 138 16 183 32 206 43 281 45 145 43 233 34 241 59 334 +30 mins. 16 131 22 169 34 173 42 249 56 141 32 229 15 223 56 294 +45 mins. 19 124 21 164 28 165 39 232 46 128 41 215 15 206 53 274 Total Volume 85 511 82 678 124 696 158 978 203 574 155 932 100 929 212 1241 % App. Total PHF 12.5 .733 75.4 .926 12.1 .891 .926 12.7 71.2 .912 .845 16.2 .919 .870 21.8 .906 61.6 .897 16.6 .901 .914 8.1 74.9 .694 .897 17.1 .898 .915 Leg Leg Leg Leg Avenue Club Drive Avenue Club Drive 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM unlimited Location: Palm Desert Date: 2/4/2025 N/S: Portola Avenue Day: Tuesday E/W: Country Club Drive PEDESTRIANS North Leg Portola Avenue East Leg Country Club Drive South Leg Portola Avenue West Leg Country Club Drive Pedestrians Pedestrians Pedestrians Pedestrians 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 0 0 0 0 0 0 0 0 1 1 0 1 0 1 0 0 0 0 0 0 1 0 0 0 0 1 1 0 1 1 1 0 1 0 0 0 0 0 0 1 TOTAL VOLUMES: 0 4 1 1 6 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 7:30 AM 7:00 AM 7:15 AM Eastbound 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound Portola Avenue Country Club Drive Portola Avenue Country Club Drive TOTAL VOLUMES: bunt) unlimited Location: Palm Desert Date: 2/4/2025 N/S: Portola Avenue Day: Tuesday E/W: Country Club Drive BICYCLES Southbound Westbound Northbound Eastbound Portola Avenue Country Club Drive Portola Avenue Country Club Drive Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 4 4 0 TOTAL VOLUMES: 0 2 1 0 4 0 0 0 0 0 3 0 10 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 City of Palm Desert Cook Street B/ Gerald Ford Drive - Frank Sinatra Drive 24 Hour Directional Volume Count Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Page 1 PLD002 Site Code: 122-25086 Start Time 2/4/25 Tue Northbound Morning Afternoon Hour Totals Morning Afternoon Southbound Morning Afternoon Hour Totals Morning Afternoon Combined Totals Morning Afternoon 12:00 19 224 22 211 12:15 13 271 19 237 12:30 7 252 8 229 12:45 9 271 48 1018 13 263 62 940 110 1958 01:00 5 224 13 210 01:15 7 236 9 227 01:30 8 256 11 242 01:45 6 273 26 989 6 235 39 914 65 1903 02:00 6 298 6 269 02:15 4 327 7 258 02:30 7 324 8 253 02:45 5 366 22 1315 10 293 31 1073 53 2388 03:00 1 345 3 297 03:15 10 381 8 305 03:30 13 359 20 281 03:45 13 384 37 1469 16 234 47 1117 84 2586 04:00 19 346 30 351 04:15 12 368 27 269 04:30 22 371 54 292 04:45 32 343 85 1428 92 254 203 1166 288 2594 05:00 18 383 67 280 05:15 37 355 85 271 05:30 39 329 102 260 05:45 53 263 147 1330 149 192 403 1003 550 2333 06:00 64 231 120 165 06:15 67 228 187 128 06:30 87 184 187 142 06:45 109 151 327 794 297 144 791 579 1118 1373 07:00 108 134 249 105 07:15 146 90 318 113 07:30 196 106 361 97 07:45 213 92 663 422 431 73 1359 388 2022 810 08:00 193 81 393 82 08:15 196 71 258 84 08:30 201 94 240 72 08:45 201 83 791 329 235 72 1126 310 1917 639 09:00 166 83 230 72 09:15 206 72 205 48 09:30 187 67 214 57 09:45 243 54 802 276 245 64 894 241 1696 517 10:00 187 60 195 48 10:15 191 39 237 47 10:30 213 40 267 43 10:45 209 23 800 162 233 37 932 175 1732 337 11:00 208 24 221 31 11:15 185 23 221 21 11:30 188 37 245 18 11:45 233 23 814 107 258 19 945 89 1759 196 Total 4562 9639 4562 9639 6832 7995 6832 7995 11394 17634 Combined Total 14201 14201 14827 14827 29028 AM Peak -09:45 ---07:15 ----- Vol. -834 ---1503 ----- P.H.F. 0.858 0.872 PM Peak --03:15 ---02:45 ---- Vol. --1470 ---1176 ---- P.H.F. 0.957 0.964 Percentag e 32.1% 67.9% 46.1% 53.9% ADT/AADT ADT 29,028 AADT 29,028 City of Palm Desert Cook Street B/ Interstate 10 Eastbound - Gerald Ford Drive 24 Hour Directional Volume Count Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Page 1 PLD001 Site Code: 122-25086 Start Time 2/4/25 Tue Northbound Morning Afternoon Hour Totals Morning Afternoon Southbound Morning Afternoon Hour Totals Morning Afternoon Combined Totals Morning Afternoon 12:00 25 252 35 253 12:15 17 287 17 239 12:30 11 304 14 287 12:45 10 291 63 1134 14 322 80 1101 143 2235 01:00 6 306 20 230 01:15 9 290 11 217 01:30 10 302 14 265 01:45 11 321 36 1219 12 259 57 971 93 2190 02:00 10 371 9 271 02:15 13 405 11 239 02:30 4 431 8 234 02:45 10 409 37 1616 13 345 41 1089 78 2705 03:00 3 388 3 327 03:15 16 421 7 308 03:30 14 408 20 305 03:45 18 389 51 1606 22 274 52 1214 103 2820 04:00 31 408 36 329 04:15 20 353 41 302 04:30 18 363 83 304 04:45 38 356 107 1480 130 244 290 1179 397 2659 05:00 28 390 89 241 05:15 52 329 128 282 05:30 55 350 145 269 05:45 74 321 209 1390 233 196 595 988 804 2378 06:00 97 325 195 163 06:15 102 282 278 137 06:30 140 258 329 156 06:45 150 193 489 1058 456 138 1258 594 1747 1652 07:00 154 170 368 128 07:15 200 96 507 106 07:30 249 143 555 96 07:45 274 144 877 553 629 77 2059 407 2936 960 08:00 213 125 545 94 08:15 223 91 352 98 08:30 218 121 375 97 08:45 220 114 874 451 436 77 1708 366 2582 817 09:00 195 126 333 82 09:15 238 112 297 71 09:30 247 120 295 76 09:45 264 71 944 429 300 67 1225 296 2169 725 10:00 213 95 266 52 10:15 253 63 318 59 10:30 228 53 345 55 10:45 221 29 915 240 296 43 1225 209 2140 449 11:00 239 38 251 31 11:15 228 20 250 25 11:30 244 42 288 18 11:45 258 30 969 130 300 23 1089 97 2058 227 Total 5571 11306 5571 11306 9679 8511 9679 8511 15250 19817 Combined Total 16877 16877 18190 18190 35067 AM Peak -09:30 ---07:15 ----- Vol. -977 ---2236 ----- P.H.F. 0.925 0.889 PM Peak --02:30 ---02:45 ---- Vol. --1649 ---1285 ---- P.H.F. 0.956 0.931 Percentag e 33.0% 67.0% 53.2% 46.8% ADT/AADT ADT 35,067 AADT 35,067 City of Palm Desert Frank Sinatra Drive B/ Hollister Drive - Portola Avenue 24 Hour Directional Volume Count Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Page 1 PLD003 Site Code: 122-25086 Start Time 2/4/25 Tue Eastbound Morning Afternoon Hour Totals Morning Afternoon Westbound Morning Afternoon Hour Totals Morning Afternoon Combined Totals Morning Afternoon 12:00 6 109 3 10 12:15 5 131 3 19 12:30 2 141 3 11 12:45 5 89 18 470 6 6 15 46 33 516 01:00 2 76 3 11 01:15 1 97 1 8 01:30 2 94 3 10 01:45 0 96 5 363 1 20 8 49 13 412 02:00 1 108 1 7 02:15 2 111 1 9 02:30 3 125 1 13 02:45 0 116 6 460 1 7 4 36 10 496 03:00 1 106 0 11 03:15 2 106 4 11 03:30 3 81 3 45 03:45 3 97 9 390 8 59 15 126 24 516 04:00 2 92 6 65 04:15 0 118 8 75 04:30 2 128 19 72 04:45 4 122 8 460 19 85 52 297 60 757 05:00 8 137 22 83 05:15 6 113 26 94 05:30 11 105 34 77 05:45 11 89 36 444 63 67 145 321 181 765 06:00 12 82 35 62 06:15 14 76 69 42 06:30 30 67 74 47 06:45 31 51 87 276 76 37 254 188 341 464 07:00 35 43 6 42 07:15 44 43 5 35 07:30 41 43 9 34 07:45 75 34 195 163 10 31 30 142 225 305 08:00 55 41 9 34 08:15 64 17 5 15 08:30 61 42 6 23 08:45 93 22 273 122 8 32 28 104 301 226 09:00 78 27 12 20 09:15 70 29 5 14 09:30 83 20 10 14 09:45 84 17 315 93 1 16 28 64 343 157 10:00 73 20 2 14 10:15 84 16 5 10 10:30 88 15 15 13 10:45 86 6 331 57 7 9 29 46 360 103 11:00 102 11 11 4 11:15 94 6 11 7 11:30 85 9 8 5 11:45 80 5 361 31 11 4 41 20 402 51 Total 1644 3329 1644 3329 649 1439 649 1439 2293 4768 Combined Total 4973 4973 2088 2088 7061 AM Peak -10:30 ---06:00 ----- Vol. -370 ---254 ----- P.H.F. 0.907 0.836 PM Peak --04:15 ---04:45 ---- Vol. --505 ---339 ---- P.H.F. 0.895 0.902 Percentag e 33.1% 66.9% 31.1% 68.9% ADT/AADT ADT 7,061 AADT 7,061 City of Palm Desert Frank Sinatra Drive B/ Portola Avenue - Cook Street 24 Hour Directional Volume Count Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Page 1 PLD004 Site Code: 122-25086 Start Time 2/4/25 Tue Eastbound Morning Afternoon Hour Totals Morning Afternoon Westbound Morning Afternoon Hour Totals Morning Afternoon Combined Totals Morning Afternoon 12:00 8 76 3 72 12:15 6 102 6 76 12:30 3 89 3 88 12:45 5 91 22 358 6 77 18 313 40 671 01:00 4 84 1 70 01:15 4 83 1 55 01:30 3 111 3 62 01:45 1 97 12 375 1 64 6 251 18 626 02:00 1 101 1 64 02:15 3 132 1 62 02:30 3 129 1 80 02:45 1 134 8 496 1 88 4 294 12 790 03:00 2 119 0 82 03:15 4 122 1 81 03:30 2 119 2 82 03:45 3 126 11 486 8 68 11 313 22 799 04:00 2 127 7 94 04:15 1 150 7 95 04:30 8 150 27 80 04:45 9 141 20 568 26 94 67 363 87 931 05:00 5 169 20 100 05:15 16 144 30 89 05:30 15 135 39 73 05:45 23 101 59 549 61 71 150 333 209 882 06:00 30 108 45 60 06:15 26 89 83 54 06:30 49 79 89 46 06:45 54 68 159 344 99 36 316 196 475 540 07:00 46 48 91 44 07:15 56 59 109 30 07:30 70 50 132 33 07:45 101 39 273 196 125 29 457 136 730 332 08:00 71 64 101 21 08:15 66 28 66 23 08:30 79 48 85 17 08:45 90 38 306 178 90 33 342 94 648 272 09:00 73 38 97 20 09:15 76 40 79 14 09:30 74 33 78 16 09:45 86 28 309 139 73 11 327 61 636 200 10:00 75 32 79 16 10:15 82 25 69 16 10:30 81 22 81 12 10:45 91 8 329 87 80 7 309 51 638 138 11:00 76 14 71 2 11:15 75 9 72 7 11:30 79 15 78 4 11:45 78 7 308 45 75 4 296 17 604 62 Total 1816 3821 1816 3821 2303 2422 2303 2422 4119 6243 Combined Total 5637 5637 4725 4725 10362 AM Peak -10:15 ---07:15 ----- Vol. -330 ---467 ----- P.H.F. 0.907 0.884 PM Peak --04:15 ---04:15 ---- Vol. --610 ---369 ---- P.H.F. 0.902 0.923 Percentag e 32.2% 67.8% 48.7% 51.3% ADT/AADT ADT 10,362 AADT 10,362 City of Palm Desert Portola Avenue B/ Desert Willow Court - Country Club Drive 24 Hour Directional Volume Count Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Page 1 PLD006 Site Code: 122-25086 Start Time 2/4/25 Tue Northbound Morning Afternoon Hour Totals Morning Afternoon Southbound Morning Afternoon Hour Totals Morning Afternoon Combined Totals Morning Afternoon 12:00 6 182 4 196 12:15 3 174 5 191 12:30 3 218 2 205 12:45 4 186 16 760 2 221 13 813 29 1573 01:00 6 163 2 167 01:15 3 140 1 153 01:30 2 146 1 179 01:45 2 149 13 598 2 162 6 661 19 1259 02:00 1 185 1 188 02:15 0 174 2 190 02:30 1 167 0 201 02:45 2 215 4 741 2 202 5 781 9 1522 03:00 3 225 0 197 03:15 6 233 3 189 03:30 4 206 4 175 03:45 3 230 16 894 3 174 10 735 26 1629 04:00 5 227 3 184 04:15 9 214 3 132 04:30 13 203 3 151 04:45 14 189 41 833 16 174 25 641 66 1474 05:00 13 212 6 163 05:15 21 211 12 165 05:30 19 168 15 155 05:45 39 140 92 731 37 115 70 598 162 1329 06:00 28 136 22 85 06:15 38 91 51 82 06:30 52 86 59 81 06:45 75 72 193 385 99 79 231 327 424 712 07:00 63 77 133 60 07:15 59 75 207 46 07:30 119 69 248 42 07:45 139 45 380 266 268 37 856 185 1236 451 08:00 151 82 238 28 08:15 124 54 193 37 08:30 146 51 188 27 08:45 97 61 518 248 177 33 796 125 1314 373 09:00 96 42 179 29 09:15 104 49 150 19 09:30 116 41 162 21 09:45 116 28 432 160 145 21 636 90 1068 250 10:00 119 30 135 22 10:15 103 15 173 21 10:30 124 12 209 17 10:45 126 13 472 70 228 12 745 72 1217 142 11:00 143 8 202 12 11:15 150 6 236 6 11:30 165 9 214 1 11:45 172 7 630 30 191 7 843 26 1473 56 Total 2807 5716 2807 5716 4236 5054 4236 5054 7043 10770 Combined Total 8523 8523 9290 9290 17813 AM Peak -11:00 ---07:15 ----- Vol. -630 ---961 ----- P.H.F. 0.916 0.896 PM Peak --03:15 ---12:00 ---- Vol. --896 ---813 ---- P.H.F. 0.961 0.920 Percentag e 32.9% 67.1% 45.6% 54.4% ADT/AADT ADT 17,813 AADT 17,813 City of Palm Desert Portola Avenue B/ Frank Sinatra Drive - Desert Willow Court 24 Hour Directional Volume Count Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Page 1 PLD005 Site Code: 122-25086 Start Time 2/4/25 Tue Northbound Morning Afternoon Hour Totals Morning Afternoon Southbound Morning Afternoon Hour Totals Morning Afternoon Combined Totals Morning Afternoon 12:00 7 174 2 194 12:15 4 175 7 179 12:30 1 207 4 207 12:45 4 187 16 743 2 217 15 797 31 1540 01:00 6 156 2 165 01:15 3 143 1 155 01:30 2 144 1 163 01:45 1 143 12 586 1 161 5 644 17 1230 02:00 1 168 1 188 02:15 0 181 1 182 02:30 1 159 1 204 02:45 2 207 4 715 3 210 6 784 10 1499 03:00 3 199 0 186 03:15 5 234 3 185 03:30 3 206 4 173 03:45 4 216 15 855 3 168 10 712 25 1567 04:00 5 228 3 181 04:15 8 218 5 134 04:30 10 195 12 150 04:45 11 182 34 823 25 168 45 633 79 1456 05:00 12 221 6 160 05:15 22 215 15 149 05:30 19 161 16 151 05:45 32 133 85 730 40 106 77 566 162 1296 06:00 28 134 23 75 06:15 40 86 54 72 06:30 50 82 64 79 06:45 73 67 191 369 103 71 244 297 435 666 07:00 63 69 132 61 07:15 66 71 210 45 07:30 117 62 259 42 07:45 125 44 371 246 276 38 877 186 1248 432 08:00 144 68 251 29 08:15 117 53 188 41 08:30 139 45 184 29 08:45 101 56 501 222 182 31 805 130 1306 352 09:00 98 34 169 32 09:15 104 42 152 19 09:30 115 37 158 21 09:45 112 26 429 139 135 23 614 95 1043 234 10:00 121 33 133 23 10:15 108 13 165 24 10:30 116 13 206 14 10:45 119 16 464 75 218 12 722 73 1186 148 11:00 146 8 202 12 11:15 141 13 228 6 11:30 161 10 221 2 11:45 180 10 628 41 188 7 839 27 1467 68 Total 2750 5544 2750 5544 4259 4944 4259 4944 7009 10488 Combined Total 8294 8294 9203 9203 17497 AM Peak -11:00 ---07:15 ----- Vol. -628 ---996 ----- P.H.F. 0.872 0.902 PM Peak --03:15 ---12:00 ---- Vol. --884 ---797 ---- P.H.F. 0.944 0.918 Percentag e 33.2% 66.8% 46.3% 53.7% ADT/AADT ADT 17,497 AADT 17,497 Central Sys (Ethernet to Locals) - Cook & Frank Sinatra3 Configuration Phase Sequence Controller Sequence (MM)1-1-1 Hardware Alternate Sequence Enable: No (Note: Sequences identical to the prior one are not printed) 02 03 04 05 10 1506 09 11 12 13 14 16 B B 10 | 13 14 | 12 | 15 16 | 9 14 13 | 12 15 16 | 10 | 13 14 | 11 15 16 9 13 14 | 11 15 16 9 10 | 14 13 | 12 11 115 16| 10 9 | 14 13 | 12 11 115 16 | 9 | 13 14 | 12 16 15. 10 14 13 | 12 16 15 | 4 8 10 | 14 13 | 12 115 16 10 | 13 14 | 12 116 15 4 7 2 6 9 11 1 1 3 6 | 7 2 | 4 5 | 7 10 12 9 11 2 | 4 6 | 8 4 8 9 11 10 11 9 | 13 14 | 12 115 16 | 2 | 3 6 | 7 1 | 4 6 | 7 2 | 3 6 | 8 3 8 3 8 10 11 9 12 10 11 2 | 3 5 1 7 1 1 4 5 | 7 3 8 3 7 4 8 9 11 2 5 2 | 4 6 | 7 » 1 3 6 | 8 4 8 1 1 1 5 1 1 3 5 | 7 3 8 2 6 Sequence 1 Ring 1 Ring 2 Sequence 2 Ring 1 Ring 2 Sequence 3 Ring 1 Ring 2 Sequence 4 Ring 1 Ring 2 Sequence 5 Ring 1 Ring 2 Sequence 6 Ring 1 Ring 2 Sequence 7 Ring 1 Ring 2 Sequence 8 Ring 1 Ring 2 Sequence 9 Ring 1 Ring 2 Sequence 10 Ring 1 Ring 2 Sequence 11 Ring 1 Ring 2 I । 1 5 I 2 1 5 2 5 07 B 08 B Phase Ring Sequence 01 B 1 6 4 7 1 5 1 5 1 6 Phases In Use / Exclusive PED (MM)1-2 9 10 11 12 13 14 15 16 Phase Compatibility (MM)1-1-2 Phase and Overlap Descriptions 1467910II12 13 15 16 WB SBLT GE F I J L K L M N O No No 0000 No 9 | 14 11 | 16 9 | 14 12 | 16 9 12 9 | 13 11 | 16 13 | 15 | 2 | 4 5 | 8 10 13 11 16 9 12 10 | 14 11 | 16 13 | 15 | 3 7 4 7 14 | 15 | 13 | 15 | 2 | 3 5 | 8 3 | 10 7 | 12 1 2 1 6 10 11 10 12 1 | 4 6 | 8 1 । 1 6 1 2 1 6 1 | 3 5 1 8 4 7 1 1 4 5 | 8 14 | 15 | Phase n/a 1 2 I 5 7 x 8 NB H 2. X 8 x Sequence 12 Ring 1 Ring 2 Sequence 13 Ring 1 Ring 2 Sequence 14 Ring 1 Ring 2 Sequence 15 Ring 1 Ring 2 Sequence 16 Ring 1 Ring 2 I । I 6 4 SB D 2 EB IT Administration (MM)1-7-1 Enable CU/Cabinet Interlock CRC Request Download Controller Data Controller Database CRC Enable Automatic Backup to Datakey Phase Description Overlap Description 5 EBLT Phase Phases in Use Exclusive PED 5x 6 X 4x 3 NBLT C 3 x 3 7 1 X 1 WBLT A Compatible Phase Barrier Mode Backup Prevent (MM) 1-1-3 6Phases1 2 3 4 7 8 9 10 11 12 13 14 15 16 Simultaneous Gap (MM)1-1-4 5 6Phases12 3 4 7 8 9 10 11 12 13 14 15 16 Load Switch Assignments (MMU Channel) (MM)1-3 Dimming Power Up Auto Flash Together Timing / Backup Phase/ Type Overlap Phase Must Gap With Phase 5 “I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Disable 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Central Sys (Ethernet to Locals) - Cook & Frank Sinatra3 Configuration Port I (SDLC) SDLC Options (MM)1-4-1 2 3 81 4 5 6 7 X X X X Enable SDLC Stop Time: No Enable 3 Critical RFE’s Lockup: Yes 15 Secondary To Secondary Addressing (MM)1-4-4 ID 1 2 3 4 5 6 7 8 MMU Term and Facility Enable 1 2 3 4 5 7 8 Diag6 Diagonstics (Test Fixture) Enable: No Enable TS2/MMU Type Cabinet: Yes Enable MMU Extended Status: No Color Check Enable (MM)1-4-3 Enable Color Check: Yes 8 x x x MMU Program (MM)1-4-2 Channel Can Serve with Channel Channel 1 Channel 2 4 x x x X x x 12 x x x 13 x x x 10 x x x 9 x x x 11 x x x 6 x x x 3 x x x 5 x x x 14 x x x 16 x x x MMU Channel Green Yellow Red 2 x x X BIU________ Term and Facility Enable Detector Rack Enable ID Detector Rack Enable 1 x x X 7 x x x Central Sys (Ethernet to Locals) - Cook & Frank Sinatra3 Configuration Communications Ethernet Port Configuration (MM)1-5-1 NTCIP Parameters (MM)1-5-5 Default Gateway IP: 192.168.16.3 Ethernet Priority: 1 Server IP: 10.70.10.1 Port 2 Priority:4 Port Configuration (MM)1-5-2 to 1-5-4 3A(C21S) 3B(C22S) 0 0 0 No No No Port 3A Priority: 3 Port 3B Priority: 2 Controller IP: Subnet Mask: 192.168.16.101 255.255.255.0 0 501 0 0 0.0 Half No Backup Time: UDP Port: 0.0 0.0 10 No FSK 0 0 0 0 0 0 0 0.0 0.0 10 No FSK 0 0 0 0 0 0 0 0 0 0.0 Full Yes 0 0 0.0 Full Yes 2 (C50S) NTCIP No 9600 8N 1 None NTCIP No 9600 8N 1 None NTCIP No 9600 8N 1 None Port Protocol Enable Data Rate Data Parity Stop Modem Setup String User String Comm Port Address System Detector 9-1 Telemetry Response Delay Duplex Half/Full Flow Control AB3418 NTCIP Group Address AB3418 NTCIP Single Flag Enable RTS to CTS Delay RTS Turn Off Delay Droupout Time Early RTS Telemetry Mode Rail Road Rail Road Line ATCS Group Wayside Device ATCS Device Wayside SubNode ATCS SubNode 0.0 0.0 10 No FSK 0 0 0 0 0 0 0 Central Sys (Ethernet to Locals) - Cook & Frank Sinatra3 Configuration Logging/Display Event Logging (MM)1-6-1 Critical RFE’s Yes Yes Yes Yes No Detector Errors Yes 2 3 4 5 7 8 9 10 12 13 14 151 6 11 16 XLogging Display Options (MM)1-7-2 Basic Advanced No Yes No Yes No No Yes Yes Yes Yes Yes Yes Auto Alarm Log Enable MMU Flash Faults Non-Critical RFE’s (Det/Test) Coordination Errors Preempt Power On/Off Access Online/Offline Key Click Enable: Backlight Enable: LED Mode: Main Status Display Mode: Screen Format: Trans Mode Pop-up Disable: 3 Critical RFE’s in 24 Hours Local Flash Faults Sign On (MM)8-5 Sign On Message Line 1: Solutions that Move the World Sign On Message Line 2: Controller Download TSP Low Battery Data Change Central Sys (Ethernet to Locals) - Cook & Frank Sinatra3 Controller Timing Plan (MM)2-1 Plan 1 64512 3 7 8 9 10 11 12 15 16 WBEB NBLTSB EBLT NB 10 8 5 510 8 10 10 5 5 5 5 5 5 0 0 0 )0 0 0 0 0 0 0 0 0°0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 70 0_d7 0 000 0 1° 1° 11 00 6 0 0 0 27 0 30 0 16 01616 00 00 00 0 000 o o0 0 0 0 0 0 0 0 0 0 0 000 00 0 0 0 Vehicle Ext 1.0 1.01.0 1.0 1.0 1.0 5.0 5.0 5.0 .0 0.0 0.0 0.0 0.0 0.0 .0 0.0 0.0 0.0 0.0 0.0 0.0 .0 0.0 0.0 35 352015451545 35 35 35 40 40 4040 25 40 40 25 40 40 00 00000 0 0 0.0 0.0 0.0 0.0 4.0Yellow 5.5 4.0 3.0 3.0 1.0 1.01.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 |o.o 0.0 0.0 2.0 2.0 2.0 2.02.0 2.0 0 0 0 0 0 00 0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 00 0 0 00 0 00 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Red Clear 1.0 Red Max 0.0 DYMMax 0 DYM Stp 0.0 0 0 00 00 0 0 0.0 0.0 0.0 0.0 0.0 2.0 2.0 2.0 2.0 2.0 Walk Max 0 Ped Clear 0 Ped Clear 2 0 0 0 0 0 00Cars Wt 0 STPT Duc 0.0 740 00 250 0 0 0 1.0 0 0 0 0 0.0 0.0 5.0 4.0 0 0 0 5.0 0 0 E 0.0 0_ 0 0 0 0 0 0 0 0 5.0 0 0 2015 40 40 00 00 0.0 0.0 5.0 4.0 1.0 1.0 0 1.0 0 0 0 0 0 0 5.0 10 0 0 2.0 0 0.0 E E 2.0 0 0.0 0 0 0 0.0 10 0 0 16 0 0 00 0.0 0.0 0.0 3.0 3.0 3.0 0 0 0.0 Phase Direction Min Green BKMin Green CSMin Green Delay Green Walk Walk 2 35 40 0 0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0 Red Revert ACTB4 SEC/ACT Max Int Time B4 15 40 IE 35 35 40 40 0.0 0.0 0 0 00 Ped Clear Max Ped CO 0 0 0.0 0.0 3.0 3.0 00 5.0 5.0 0.0 0.0 2.0 2.0 0 0 0.0 0.0 0 0 0 0 0 0 0.0 0.0 0 0 SBLT 8 Vehicle Ext 2 Max 1 Max 2 Max 3 0 0 0.0 5.5 1.0 WBLT 8 10 0 10 0 0 0 7 0 0 30 13 14 _ 1) Time To 0 0 000 0 ) 0 0 0 0 0Reduce Min Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Plan 2 1 4 5 on 13 14 15Phase91011 12 16 Direction WBLT SB EBLT WB SBLT Min Green 8 10 8 55 5 5 5 5 5 5 IF)0 0 0 0 0 0 0 0 0 )0 0 0 0 0 00 0 0 0 0 0 0 j 1 EO0 0 0 0 0 0 0 0 0 0 J 070 010010 07 10 0Walk Max 0 250 016016 0 00 0 0 0 0 0 0 0 0 0) 0 0 Vehicle Ext 1.0 ------——--------1----------- 1.0 1.0 5.0 5.05.0 5.0 5.0 EEEEVehicle Ext 0.0 .0 0.0 .0 0.0 0.0 .0 20 15 45 35 35 40 4025 40 40 0 0 I 0 0 0 0 0 0 0 00 0 0 0.0 0.0 0.0 0.0 4.0Yellow 3.0 3.0 J Red Clear 1.0 1.0 1.0 1.01.0 1.0 1.0 1.0 1.0 0.0Red Max Red Revert 2.0 0 0 0 00 0ACT B4 0 0 0 0 0 SEC/ACT 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0 0 0 o IFMax Int Time B4 0 0 0 0 0000 0 0 0 000Cars Wl J STPT Duc 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 | IE IE in IE000 0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.00.0 2.0 2.0 2.0 0.0 0.0 0.0 0.0 2.0 2.0 ||2.0 2.0 0 0.0 Ped Clear 0 Ped Clear 2 0 20 15 45 15 40 25 40 40 00 0000 0.0 0.0 00 0 0 0_0 1.0 1.0 0 1.0 0 0 0 0 0 0 0 0 0 0 0 0 DYM Max 0 DYMStp 0.0 0 0 0 0 0 0.0 0.0 2.0 2.0 J 0 0 0 0 0 0 0 16 0 0 0 10 0 0 16 0 0 0.0 0.0 5.0 4.0 0 0 0 0.0 0 0 8 NB 10 0 0 BK Min Green CSMin Green Delay Green Walk Walk 2 0 2.0 o 0 5.0 0.0 Ped Clear Max Ped CO 0 0.0 0 0 5.0 0.0 0.0 35 40 0 0 0.0 3.0 1.0 0.0 0.0 0.0 0.0 5.5 4.0 5.0 4.0 00 0 0 0.0 0.0 0 0 0 0 0 0 0.0 0.0 2.0 2.0 0 5.0 0.0 35 40 0 0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0 0 35 35 40 40 00 00 0 0 27 0 00 o 2 Max 1 Max 2 Max 3 10 8 0o Time To 0 Reduce Min Gap 0.0 3.0 3.0 1.0 1.0 00 0 o 0 0 1.0 1.0 00 EB NBLT 10 8 0 0 0.0 0.0 35 35 0 0 0.0 5.5 1.0 0.0 2.0 0 0.0 0 0 0 2 0 0 0 0.0 0.0 0.0 is 40 E .on .on on 300 00 0o 0 00.0 0.0 EEE 0.0 0.0 0.0 0.0 3.0 3.0 1.01.0 0.0 0.0 40 40 00 7 0 0 30 0 0 0 0 Plan 3 1 4 5 6 789103 11 12 13 14 15 16 WBLTEB NBLTSB EBLTWB Min Green 8 T 10 510 8 10 8 5 5 5ooo00 00 0 0 0 0 0 00 o00 00 0 0 0 °0 0 0 0 0 0 1110 0 10 0 0 Walk Max 0 000 Ped Clear 0 Ped Clear 2 0 00 0 0 0 0 0 0 Vehicle Ext 1.0 1.01.0 1.0 1.0 5.0 5.0 5.0 0.0 0.0 0.0 .0 0.0 .0 15 40 0 0 00 0.0 0.0 0.0 0.0 3.0 3.0 3.0 3.0 3.0 Red Clear 1.0 1.0 1.01.0 1.0 0 0 0 Max Int Time B4 0 0 0 5 0 0 0 0 00Cars Wt 0 0.0 0.0 0.0 0.0 0.0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 Plan 4 7 6Phase1 2 3 4 5 7 8 9 10 I I 12 13 14 15 16 0.0 0.00.0 0.0 0.0 2.0 2.0 2.0 2.0 2.0 70 0 00 0 0 0 25 0 0 0 SBLT NB 8 10 0 o 0 0 20 15 40 25 0 16 6 0 35 35 40 40 0 0 0 0 0 16 0 0 Phase Direction 0 0 l0 0 27 0 [30 0 0 0 0 0 0 0 0 0 0 BK Min Green CSMin Green Delay Green Walk Walk 2 0 0 0 0 0 0 0 0 0 0 0.0 0 0 0 0.0 0 0.0 0 0.0 0 0 1.0 0.0 0 0 5 0 0_ 0.0 o 0.0 0 0.0 Red Max Red Revert ACTB4 SEC/ACT 0.0 2.0 0 0.0 45 15 40 40 5 0 0 10 0 0 16 0 0 0 5.0 0.0 35 40 0 0 0.0 3.0 1.0 0.0 2.0 0 0 00 0.0 0.0 Ped Clear Max Ped CO ■5 0 0.0 35 40 0 0 0.00.0 0.0 0.0 0.0 5.5 4.0 5.0 4.0 1.0 1.0 1.01.0 Vehicle Ext 2 Max1 Max 2 Max 3 DYMMax DYM Stp Yellow 0 7 0.0 4.0 1.0 0.0 2.0 0 0.0 0 5.0 5.0 0.0 0.0 35 35 40 40 0 00 11 0 0_ 0 1 0 0 0 0 0 1 5.0 0.0 35 40 0 0 0.0 3.0 1.0 0.0 20 15 40 40 0 0 o o 7 0 00 0 0 0.0 0.0 0.0 0.0 0 000 0 000 0.0 0.0 0 0 0 0 0 0 0 0 0 1.0 0.0 45 25 0 0 0.0 5.5 1.0 0.0 2.0 0 0.0 0 0 0_ 10 0.0 o ]o E 0 0.0 4.0 1.0 0.0 0.0 0.00.0 ooo 0.0 0.0 _ 0.00.0 7 0 0 30 STPT Duc 0.0 Time To L Reduce Min Gap 0.0 5 0.0 0.0 [o.o 0.0 2.0 2.0 2.0 2.0 1 0 0 2.0 0 0.0 0 0 0 0.0 0 0.0 0 0 0.0 5.0 1.0 0.0 2.0 0 (10 0 00 0.0 0.0 0 0 1 0 10 0 0 16 0 0 0 5.0 0.0 35 40 0 0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0 0 0.0 -= 0 0.0.1— Direction WBLT NBLT SB EBLT WBSBLT i l Min Green 8 10 88 5 5 5 0 ) 0 0 (0 -J 0 ) 0 0 0 0 0 0 0 0 0 0□□)0 0 0 0 0 °0 0 7 0 750 I7 0 70 10 10 0 10 00 00 00 0 0 0 00 00 00 0 00 —27 03010 01630 00__ 00000 ■---------1------------1--------- ------------- ---------- ----------F 0 00 0 T 0 0 0 0 0 0 0 0 0 0500)0 Vehicle Ext 1.0 1.0 1.0 1.0 1.0 5.0 5.0 5.0 1 .0 0.0 .0 0.0 0.0 0 0.0 0.0 00 0.0 0.0 0.0 35 35 40 40 40 40 0 0 [6 0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.0 3.0 3.0 1.0 1.0 1.0 0.0 0.00.0 0.0 0.0 Red Revert 2.0 0 0 00 0 0 0 0 0 '0 0ACT B4 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0SEC/ACT 0.0 0 00 0 0 00 0 000 00 0 0 0 0 0 0 100 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 000)0 0 °1)0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 DYM Max 0 DYMStp0.0 Walk Max 0 Ped Clear 0 Ped Clear 2 0 00 00 25 0 45 15 40 40 0 0 1.0 1.0 5 5 Yellow Red Clear Red Max 00000 0 0 0 0 0 0 0 0 0 0 0 0 0 2.0 0 0 0 0 10 NB 10 0 0 0 0 10 0 00 00 8 0 00 00 EB 10 0 0 0 To 0.0 35 35 40 40 0.0_ 3.0 1.0 0 16 0 0 0 5.0 0 0.0 5.5 3.0 3.01.0 1.0 1.0 0.0 0.0 0.0 2.0 2.0 2.0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 2.0 0 0.0 0 Ped Clear Max Ped CO Max Int Time B4 CarsWt STPTDuc Time To Reduce Min Gap 20 15 40 25 0 0 0.0 0.0 2.0 2.0 BK Min Green CS Min Green Delay Green Walk Walk 2 35 40 0.0 35 40 0 0 0.0 3.0 1.0 0 0 0 16 0 0 0.0 0.0 35 35 0 0 5.0 5.0 5 0 5 0 3.0 3.0 1.0 1.0 0.0 0.0 2.0 2.0 5 0 2.0 2.0 00 0.0 0.0 5.0 4.0 1.0 1.0 5.5 4.0 5.0 4.0 1.0 1.0 1.0 1.0 0.0 |0.0 0.0 0.0 2.0 2.0 2.0 2.0 0.0 it 40 IE Vehicle Ext 2 Max 1 Max 2 Max 3 0 0 0 0 016 0 0 EE 0 0 5.0 5.0 0.0 0.0 0 0 0 0 0 0.0 0.0 0.0 0.0 0 20 15 40 40 EZE 00 0 1°□E 45 25 0 0 Central Sys (Ethernet to Locals) - Cook & Frank Sinatra3 Controller Overlaps Vehicle Overlaps (MM)2-2 Overlap Yellow Advance GreenTypeLag Green Red Overlap Phasc Included ModifierProtect PPLT FYA Flash Arrow Flash ArrowOverlap FYA DelayOutput Channel Guaranteed Minimum Time Data (MM) 2-4 Min Green Walk Red Clear Overlap Green 7 E05 7 5 7 3.0 0.0 5 5 Phase Time Data Ped Clear Yellow C03 D04 Flash Green 0 0 Special Function Disable 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 F06 G07 H08 109 J10 Kll L12 M13 N14 015 PI6 Lag 2 Phase 3.0 3.0 3.0 3.0 3.0 5 5 7 7 7 7 7 7 7 7 7 7 Phase A01 B02 Protected Phase 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Ped Protect 5 5 5 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 5 5 5 5 5 5 5 5 5 Permissive Phase FYA Clearance LagX Phase Phases Not Overlap 7 7 7 Central Sys (Ethernet to Locals) - Cook & Frank Sinatra3 Controller Options Controller Options (MM)2-6-1 1 5Phase2 8 14 163 4 6 7 9 10 11 12 13 15 X X Non Act 2 X X Ped Reservice Rest In Walk Ped Clear Red IGRN + Veh Ext Ped Clear Protect: Off Red Revert: 2.0 Act Pre-Time (MM)2-7 Pre-Time Mode Enable: No Phase 13 14 15----------------------- - -------I 2 3 4 5 6 7 8 9 10 11 12 16 Pre-Timed Phase Phase Recall Options (MM)2-8 Plan 1 14Phase12 3 4 5 6 7 8 9 10 11 12 13 15 16 Lock Detector Vehicle Recall 7 J Conditional Reservice Guaranteed Passage Non Act 1 Flashing Green Phase Dual Entry Conditional Service MUTCD 3 Seconds Don’t Walk: No Flashing Walk Ped Clear Yellow Free Input Enables Pre-Timed: Yes ■ ■ J T Central Sys (Ethernet to Locals) - Cook & Frank Sinatra3 Manual Pattern Auto ECPI Coord Yes TBC STD Seconds Seconds Smooth Max Select MAXINH Dwell/Add Time 0 No Force Off Float Offset Reference Lead Use Ped Time No Ped Recall No Ped Reservice Yes No Yes Re-Sync Count 0 Multisync No Auto Perm Minimum Green (Seconds) (MM)3-4 2 345 6Phase 7 8 9 10 11 12 13 14 15 161 0 00 0 0 0 0 0 00 0 0 0 0 0 0 Split Demand (MM)3-5 4Phase2 3 6 8 9 10 11 12 13 14 1615715 Demand 1 [Demand 2 2Demand1 Detector 0 0 0 0 0 0 Coordination Options Coordination Options (MM)3-1 Local Zero Override Minimum Green System Format Offsets In System Source Splits In Transition Delay Coord Walk to LZ FO Added Initial Green Call Time (Sec) Cycle Count Central Sys (Ethernet to Locals) - Cook & Frank Sinatra3 Dwell Add Time 0 Timing Plan 1 Sequence 9No 1 None Split Preference Phases Phase 2 3 4 5 6 7 8 9 10 11 12 13 14 15 161 EB NBLT WB SBLTNBWBLTSB EBLT 20 29 20 61 20 29 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0Preference 2 0 000 0 0 0 0 0 0 0 0 0 21 3 4 0 0 00 0 0 0 0 0 0 0 0 0 130s 130s Os Os Split Pattern Data Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Coordinated Phases X X Vehicle Recalls X Ped Recalls Max Recalls Phase Omit X X X X X X X X Coordination Pattern Data Pattern Data (MM)3-2 Action Plan Force Off Seconds Seconds No None 0-1 111 Splits in Offsets in TS2 (Pat-Off) Std (COS) Ring Disp. Split Sum Veh. Permissive 2 Disp. Crossing Arterial Pat Special Function Output Misc. Data Veh. Permissive I Split Demand Pat 1 Veh. Permissive 2 Split Demand Pat 2 0 0 Pattern - 1 Split Pattern Cycle Offset Value Actuated Coord Actuated Walk Rest Phase Reservice Max Select Ring_ Ring Split Ext Description Splits (Split Pat 1) Preference 1 61 0 0 1 130 60s Yes 2 0-2 121 Dwell/Add Time 0 Timing PlanYes 1 No Sequence 9 Split Preference Phases 12Phase1 2 3 4 5 6 7 8 9 10 11 13 14 15 16 EB NBLT SBLTWBLT SB EBLT WB NB 1 23 2015 42 15 15 47 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Preference 2 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3 4 0 0 00 0 0 0 0 0 0 0 0 Os Os100s Split Pattern Data 5 6Phase2 3 7 8 9 10 11 12 13 14 15 161 Coordinated Phases X Vehicle Recalls Ped Recalls Max Recalls Phase Omit X X X X X X X X 3 Dwell/Add Time 0 Timing PlanYes 1 No Sequence 9 No Action Plan 3 Action Plan Force Off Splits in Offsets in Seconds Seconds 0-3 131 Seconds Seconds Yes None 130 50s Splits in Offsets in TS2 (Pat-Off) Std (COS)100 77s TS2 (Pat-Off) Std (COS) Ring Disp. Split Sum 23 00 J 0 4 X Veh. Permissive 2 Disp. Crossing Arterial Pat Veh. Permissive 2 Split Demand Pat 2 0 0 Pattern - 2 Split Pattern Cycle Offset Value Actuated Coord Actuated Walk Rest Phase Reservice Max Select Misc. Data Veh. Permissive 1 Split Demand Pat 1 Pattern - 3 Split Pattern Cycle Offset Valuc Actuated Coord Actuated Walk Rest Phase Reservice ] ■ 2 None 0 100s Description Splits (Split Pat 2) Preference 1 Ring Ring Split Ext 0 0 0 0_ 0 Special Function ! Output Force OffMax Select None None Split Preference Phases 133Phase126891011 12 14 164 5 7 15 WB SBLT NBWBLT EB SB EBLT 19 55 19 29 21 61 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Preference 2 0 0 0 0 0 0 00 0 0 0 3112 4 0 0 00 0 0 0 0 0 0 0 0 130s Os Os Split Pattern Data Phase 2 3 6 8 9 10 12 13 14 15 1614 5 7 11 1Coordinated Phases X X Vehicle Recalls X Ped Recalls Max Recalls Phase Omit X X X X X X X X Ring Disp. Split Sum Special Function Output NBLT 27 0 Veh. Permissive 2 Disp. Crossing Arterial Pat Veh. Permissive 2 Split Demand Pat 2 Misc. Data Veh. Permissive 1 Split Demand Pat 1 0 130s -------------- Ring Ring Split Ext 29 0 Description Splits (Split Pat 3) Preference 1 0 0 4 I-I 141 Dwell/Add Time 0 Timing PlanYes 1 No Sequence 9 Split Preference Phases 12Phase1 2 3 4 5 6 7 8 9 10 11 13 14 15 16 EB NBLT SBLTWBLT SB EBLT WB NB 1 19 53 19 29 19 53 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Preference 2 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3 4 0 0 00 0 0 0 0 0 0 0 0 Os120s 120s Split Pattern Data 5 6Phase2 3 7 8 9 10 11 12 13 14 15 161 Coordinated Phases X Vehicle Recalls X Ped Recalls Max Recalls Phase Omit X X X X X X X X 4 1-2 151 Dwell/Add Time 0 Timing Plan 0No No Sequence 9 No Action Plan 5 Action Plan Force Off Splits in Offsets in Seconds Seconds120 70s Seconds Seconds No None Splits in Offsets in TS2 (Pat-Off) Std (COS) TS2 (Pat-Off) Std (COS) 120 72s Ring Disp. Split Sum 4 X 0 0s 29 0 0 Veh. Permissive 2 Disp. Crossing Arterial Pat Veh. Permissive 2 Split Demand Pat 2 19 0 0 Pattern - 4 Split Pattern Cycle Offset Value Actuated Coord Actuated Walk Rest Phase Reservice Max Select 0 None Misc. Data Veh. Permissive 1 Split Demand Pat 1 J ■ Description Splits (Split Pat 4) Preference I Pattern - 5 Split Pattern Cycle Offset Valuc Actuated Coord Actuated Walk Rest Phase Reservice Ring Ring Split Ext 0 0 0 0_ 0 Special Function Output Force OffMax Select None None Split Preference Phases 13Phase1236891011 12 14 164 5 7 15 WB SBLTNBLT NBWBLT EB SB EBLT 19 19 53 19 29 19 53 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0Preference 2 0 0 0 0 0 0 00 0 0 0 0 3112 4 0 0 00 0 0 0 0 0 0 0 0 120s Os Os Split Pattern Data Phase 2 3 6 8 9 10 12 13 14 15 1614 5 7 11 1Coordinated Phases X X Vehicle Recalls X Ped Recalls Max Recalls Phase Omit X X X X X X X X Ring Disp. Split Sum Special Function Output Veh. Permissive 2 Disp. Crossing Arterial Pat Veh. Permissive 2 Split Demand Pat 2 0 120s Misc. Data Veh. Permissive 1 Split Demand Pat 1 29 0 0 Ring Ring Split Ext Description Splits (Split Pat 4) Preference 1 0 0 6 1-3 110 112 Dwell/Add Time 065s Timing PlanYes 1 No Sequence 9 Split Preference Phases 3 15Phase12 4 5 7 8 9 10 11 12 13 14 16 7EB NBLT SBLTWBLT SB EBLT NB 19 29 43 19 19 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Preference 2 0 0 0 0 0 0 0 0 0 0 0 0 Misc. Data1 2 3 4 0 0 00 0 0 0 0 0 0 0 0 110s110s Os Split Pattern Data Phase 2 13 14 161 3 5 6 7 8 9 10 11 12 15 Coordinated Phases X Vehicle Recalls Ped Recalls Max Recalls Phase Omit X X X X X X X X Action Plan Force Off Splits in Offsets in Seconds Seconds No None TS2 (Pat-Off) Std (COS) Ring Disp. Split Sum Special Function Output 29 0 0 0s 19 0 0 Veh. Permissive 2 Split Demand Pat 2 Veh. Permissive 2 Disp. Crossing Arterial Pat 4x Pattern - 6 Split Pattern Cycle Offset Value Actuated Coord Actuated Walk Rest Phase Reservice Max Select Veh. Permissive 1 Split Demand Pat 1 6 None 0 0 0 Description Splits (Split Pat 6) Preference 1 Ring Ring Split Ext 6 WB 0 0 0 Central Sys (Ethernet to Locals) - Cook & Frank Sinatra3 Preemptor Preempt Plan (MM)4-1 Plan 3 Phase 3 4 5 6 7 8 9 10 12 13 14 15 161 A C D E F G H 1 J L M N 0 P X X Dwell Ped Exit Calls Special Funciton Enable Yes No Interlock Enable No Detector Lock Yes 2 Inhibit 0 Override Flash No 3 CLR > GRN No Terminate Phase NoNo No No Track Clear Rsrv No Dwell Flash Off Linked Pmt 0 Flash Exit Color Yellow CRD Exit Timing Plan 0 Reservice 0 Hard 1 2 3 4 No No No No Walk Ped CIrMin Grn Yellow Red 25 255 25 25.5 2.5 Min Grn Ext Gr Max Grn Yellow Red Track Clear 0 0 0 25.5 2.5 Exit Option Fault Type Preempt Override Delay Duration Enable Trailing Dwell Vehicle Timing Entrance PC Through Yellow Ring Free During Preempt 2 B Term Overlap Asap Ped Dark H | K Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap Exit Phase Overlap Track Clear Vehicle Track Clear Overlap Min Pmt Ext Yellow RedDwell 0Dwell / Cycle-Exit 2.0 25.5 2.5 Preempt Active Out On No On No 0.0 Ped Priority Return Off Queue Delay Off 12 13 1415 161 2 3 4 5 6 7 8 9 10 11 0000 0 0 0 0 0 0 0 0 0 0 0 0Green Plan 4 10 J X X Enable Yes No Interlock Enable No ) 3 No No Terminate Phase No Exit Timing Plan 0 Reservice 0 Track Clear Rsrv No Flash Exit Color Yellow Dwell Flash Exit Option Fault Type Veh Priority Return Off Conditional Delay Off Off CRD Hard Yes No Preempt Override Delay Duration PC Through Yellow No 0 13 M 0 No 2 B 8 H 11 K 14 N Other Priority Preempt Inhibit Extension Time Detector Lock Override Flash Term Overlap Asap Ped Dark Linked Pmt Max Time 90 4 D 7 G 5 E Inhibit CLR>GRN 16 p Preempt Active Dwell Non-Priority Preempt 3 C Enable Trailing Dwell Vehicle Dwell Ped Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap Exit Phase Exit Calls Special Funciton 12 L Phase Overlap Track Clear Vehicle Track Clear Overlap 15 O Phase Veh Pri Return % 1 A 9 I 6 F I No Walk 25 Min Gr Track Clear 0 Yellow RedPmt Ext Dwell / Cycle-Exit 0 2.0 25.5 2.5 Preempt Active Out On No On No 0.0 Ped Priority Return Off Queue Delay Off 143 41 2 5 6 7 8 9 10 11 12 13 15 16 0 00 0 0 0 00 0 0 0 0 0 0 0 0 Plan 5 Track Clear Overlap X X 1 Enable Yes No Interlock Enable No Detector Lock 2 Inhibit 0Yes Veh Priority Return Off Conditional Delay Off Min Dwell Preempt Override Delay Timing Entrance 8 H 14 N 11 K 13 M 15 0 Other Priority Preempt Inhibit Extension Time 2 B 5 E 4 D 16 p 6 F 7 G 3 c 12 L Preempt Active Dwell Non-Priority Preempt Phase Overlap Track Clear Vehicle 2 No 4 No Ring___________ Free During Preempt Phase Veh Pri Return % Green Enable Trailing Dwell Vehicle Dwell Ped Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap Exit Phase Exit Calls Special Funciton Yellow 25.5 Yellow 25.5 3 No Ped Clr 255 Ext Gm 0 Red 2.5 Red 2.5 1 A Max Grn 0 Max Time 90 Min Gr 25 10 J 9 I No 3 CLR > GRN No No No Terminate Phase No Exit Timing Plan 0 Reservice 0 Ring 1 Free During Preempt No Walk 25 Min Grn Track Clear 0 Pmt Ext Yellow Red Dwell / Cycle-Exit 0 2.0 25.5 2.5 Preempt Active Out On No On No 0.0 Ped Priority Return Off OffQueue Delay 3 .Phase 13 || 14 || 15 || 16 |1 2 4 5 6 7 8 9 10 11 12- Veh Pri Return %0 0 0 00000 0 0 0 0 0 0 0 0Green Plan 6 10 J X X Track Clear Rsrv No Flash Exit Color Yellow Veh Priority Return Off Conditional Delay Off Min Dwell Dwell Flash Exit Option Fault Type Duration PC Through Yellow Off CRD Hard 8 H Timing Entrance No 0 15 O 13 M Other Priority Preempt Inhibit Extension Time 2 B 4 D Override Flash Term Overlap Asap Ped Dark Linked Pmt 6 F Enable Trailing Dwell VehicleDwell Ped Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap 3 C 16 p Red 2.5 Red 2.5 2 No 11_ K 12 L Preempt Active Dwell Non-Priority Preempt Yellow 25.5 Yellow 25.5 Phase_____ Overlap Track Clear Vehicle Track Clear Overlap 5 E 4 No PedCIr 255 Ext Grn 0 Min Grn 25 Max Grn 0 Max Time 90 3 No 7 G 9 T i A 14 | N Exit Phase Exit Calls Special Funciton Enable Yes No Interlock Enable No InhibitYes2 0 No 3 CLR > GRN No No No Terminate Phase No Track Clear Rsrv No Dwell Flash OffNo Linked Pmt 0 Flash Exit Color Yellow CRD Exit Timing Plan 0 Reservice Hard0 2 31 4 No No No No Walk Ped CIr Min Grn Yellow Red 25 255 25 25.5 2.5 Min Grn Ext Grn Max Grn Yellow Red Track Clear 0 0 0 25.5 2.5 Pmt Ext Yellow Red Dwell / Cycle-Exit 0 2.0 90 25.5 2.5 Preempt Active Out On No On No 0.0 Ped Priority Return Off Queue Delay Off 101 2 3 4 5 6 7 8 9 11 12 13 14 15 16 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0Green Veh Priority Return Off Conditional Delay Off Min Dwell Exit Option Fault Type Preempt Override Delay Duration Timing Entrance N on -Priori ty Preempt Preempt Active Dwell Detector Lock Override Flash Term Overlap Asap Ped Dark Other Priority Preempt Inhibit Extension Time PC Through Yellow Max Time Ring______ Free During Preempt Phase Veh Pri Return % Central Sys (Ethernet to Locals) - Cook & Frank Sinatra3 Action Plan - I 1Pattern No 9I 1 None Flash No No Veh Det Diag Plan 0 Ped Det Diag Plan 0 Diming Enable Veh Priority Return NoNo Queue Delay No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LP 1-15 Time Base Action Plan Action Plan (MM)5-2 Ped Priority Return No Prempt Cond Delay No Auxilliary Function Timing Plan Veh Det Plan Special Function LP 16-30 LP 31-45 LP 46-60 LP 61-75 LP 76-90 LP 91-100 Override System Sequence Detector Log Red Rest Phase Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Veh Det Diag Plan 0 Diming Enable Veh Priority Return NoNo Queue Delay No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Queue Delay No Ped Priority Return No Prempt Cond Delay No Ped Priority Return No Prempt Cond Delay No Ped Det Diag Plan 0 Veh Priority Return No LP 1-15 LP 16-30 LP 31-45 LP 46-60 LP 61-75 LP 76-90 LP 91-100 Phase Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Special Function Auxilliary Function Action Plan - 3 Pattern Timing Plan Veh Det Plan Flash Veh Det Diag Plan Diming Enable Override System Sequence Detector Log Red Rest Override System Sequence Detector Log Red Rest Ped Det Diag Plan No 9 None No 0 Action Plan - 2 Pattern Timing Plan Veh Det Plan Flash No 9 None No 3 1 1 No 0 No 2 1 1 No Veh Det Diag Plan 0 Diming Enable Veh Priority Return NoNo Queue Delay No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 255 - FLSH Override System Queue Delay No Ped Priority Return No Prempt Cond Delay No Ped Priority Return No Prempt Cond Delay No Ped Det Diag Plan 0 Veh Priority Return No LP 1-15 LP 16-30 LP 31-45 LP 46-60 LP 61-75 LP 76-90 LP 91-100 6 0 0 No 0 0 Yes 0 No Sequence Detector Log Red Rest Phase Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Special Function Auxilliary Function Action Plan - 13 Pattern Timing Plan Veh Det Plan Flash Veh Det Diag Plan Diming Enable No 0 None No Override System Sequence Detector Log Red Rest Ped Det Diag Plan No 9 None No 0 Action Plan - 6 Pattern Timing Plan Veh Det Plan Flash Schedule (MM)5-4 Schedule Number - 1 Day Plan Number: 1 Month Jul Aug SepMar Apr May Jun X X X X Day of Week Sun Mon Tue Wed Thur Sat X X X X Day of Month Schedule Number - 2 Day Plan Number: 2 Oct NovMonth Mar Apr May Jun Jul Aug Sep X X X X X X Day of Week Sun Mon Tue Wed Thur Fri Day of Month Schedule Number - 3 Day Plan Number: 3 8 x 19 x 30 x 3 X 14 X 25 x 4 X 15 X 26 x 5 X 16 X 27 x 6 X 17 X 28 x 2 x 13 x 24 x 2 X 13 X 24 x 7 X 18 X 29 x Fri x 6 X 17 X 28 x 11 X 22 x 9 X 20 X 31 x 7 X 18 X 29 x 11 X 22 x Febx 10 | X 21 X Sat x 5 X 16 X 27 x 10 X 21 x Dec X 4 X 15 X 26 x 9 X 20 X 31 x Dec x 3 X 14 X 25 x 8 X 19 X 30 x Nov x Jan x Feb x Oct x 1 X 12 X 23 x Janx 1 x 12 x 23 x Month Mar Apr May Jun Jul Aug Sep X X X X Day of Week Mon Tue Wed Thur Fri Sat Day of Month 2 8 X 19 x 30 x 10 X 21 X 4 X 15 X 26 x 2 X 20 X 31 x 6 X 17 X 28 x 3 X 14 X 25 x 5 X 16 X 27 x Feb x Oct x 11 X_ 22 X Dec x Jan x Nov x Sunx X 13 X 24 x 7 X 18 X 29 x 1 X 12 X 23 x Schedule Number - 5 Day Plan Number: 5 Oct NovDecMonth Jan Feb Mar Apr May Jun Jul Aug Sep X X X Day of Week Sun Mon Tue Wed Thur Sat X X X X Day of Month 31 Schedule Number - 6 Day Plan Number: 6 Month Jan Feb Mar Apr May JunJul Aug Sep Oct Nov Dec X X X Day of Week Sun Mon Tue Wed Thur Fri Day of Month Schedule Number - 7 Day Plan Number: 7 Oct NovDecMonthJanFebMar Apr May Jun Jul Aug Sep X X X 11 x 22 X 10_ X 21 X 5 x 16 x 27 x 11 X 22 2 X 13 X 24 3 X 14 X 25 4 x 15 x 26 x 6 x 17 x 28 x 9 X 20 9 X 20 X 31 x 4 X 15 X 26 7 X 18 X 29 3 x 14 x 25 x 6 X 17 X 28 7 x 18 x 29 x 8 X 19 X 30 x 10 X 21 5 X 16 X 27 2 x 13 x 24 x Sat x 8 X 19 X 30 Frix 1 X 12 X 23 1 x 12 x 23 x Day of Week Sun Mon Tue Wed Thur Fri Sat X Day of Month 6 X 17 X 28 x 11 X 22 x 3 X 14 X 25 x 7 X 18 x 29 x 2 X 13 X 24 x 4 X 15 X 26 x 8 X 19 x 30 x 5 X 16 X 27 x 1 X 12 X 23 x 10_ X 21 X 9x 20 X 31x Schedule Number - 8 Day Plan Number: 1 Month Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec X Day of Week Sun Mon Sat X 10Day of Month 1 2 3 4 5 6 7 8 9 11 12 13 14 15 16 17 18 19 Schedule Number - 13 Day Plan Number: 13 Oct Nov DecMonth Jan Mar Apr May Jun Jul Aug Sep Day of Week Wed Thur SatMon Tue Fri 4 67 ■10 11Day of Month 2 3 8 915 12 13 14 15 17 18 19 20 21 22 - 3023 24 25 26 28 29 31 30 x 20 X 31 x 25 x 28 x 29 x 27 x 26 x Feb x 23 x 24 x Wed x 22_ x Thur x 16 X 27 Sun x Tue x Fri x 21 X Central Sys (Ethernet to Locals) - Cook & Frank Sinatra3 Detectors Detectors Page 1 Vehicle Detectors Setup (MM )6-1 TypeCalledDetector NumberVehicle Plan Vehicle Detector Setup (MM)6-2 continued TS2 Detector Detector DescriptionType Yes1 Yes2 Yes3 Yes4 Yes5 Yes6 Yes7 Yes8 Yes9 Yes10 Yes11 Yes12 Yes13 Yes14 Yes15 Yes16 Yes17 Detector Number S- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD 18 Yes 19 Yes 20 Yes 21 Yes 22 Yes 23 Yes 24 Yes 25 Yes 26 Yes 27 Yes 28 Yes 29 Yes 30 Yes 31 Yes 32 Yes 33 Yes 34 Yes 35 Yes 36 Yes 37 Yes 38 Yes 39 Yes 40 Yes 41 Yes S- STANDARD s- STANDARD S- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD S- STANDARD s- STANDARD S- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD 42 Yes 43 Yes 44 Yes 45 Yes 46 Yes 47 Yes 48 Yes 49 Yes 50 Yes 51 Yes 52 Yes 53 Yes 54 Yes 55 Yes 56 Yes 57 Yes 58 Yes 59 Yes 60 Yes 61 Yes 62 Yes 63 Yes 64 Yes Vehicle Detector Setup (MM)6-2 continued S- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD Extend Queue Use CrossECPI Call Delay Ext Time /Lim / Lock NTCIP NTCIP Log Option Time Option Passage Discon.Vol.Occ.In Det Num None None None None None None None None None None None Nonc None None None None None None None None None None None None None None None None None None None None None None None None None None None None None No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No Added Switch Initial Phase 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pmt Queue Delay No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No Time 0.0 0.0 0.0 0.0 2.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 Veh Det Phase Plan Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 I I 2 2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 11 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 I 2 3 4 1 2 3 4 1 2 3 4 I 2 3 4 1 2 3 4 I 2 3 4 1 1 1 1 1 2 2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 7 8 8 8 8 1 2 2 2 2 2 2 2 3 10 . 0 P a s s a g e No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000000000000000000000000000000000000000 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 8. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 1. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 1. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e 11 11 11 12 12 12 12 13 13 13 13 14 14 14 14 15 15 15 15 16 16 16 16 17 17 17 17 18 18 18 18 19 19 19 19 20 20 20 20 21 21 21 21 22 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 I 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 I 2 3 4 1 2 3 4 1 4 4 4 8 4 4 4 5 6 6 6 6 6 6 6 7 8 8 8 7 8 8 8 0 1 1 1 2 2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 No N o N o No n e 0 No 0 0. 0 0 . 0 Ye s N o 0 I 33 No N o N o No n e 0 No 0 0. 0 0 . 0 Ye s No 0 4 32 No No N o No n e 0 No 0 0. 0 0 . 0 Ye s No 0 3 32 No No No No n e 0 No 0 0. 0 0 . 0 Ye s N o 0 2 32 No N o N o No n e 0 No 0 0. 0 0 . 0 Ye s No 0 1 32 No N o N o No n c 0 No 0 0. 0 0 . 0 Ye s No 0 4 3 1 No N o N o No n e 0 No 0 0. 0 0 . 0 Ye s N o 0 3 3 1 No N o N o No n e 0 No 0 00 0. 0 Ye s No 0 2 3 1 No N o No n e 0. 0 Ye s N o 0 No 0 00 No 0 I 31 No No n e Ye s No No N o 0 N o 0 00 O0 0 4 30 No N o No N o n e No 00 Ye s No 3 30 0 0 0. 0 0 No No N o No n e 0 No 0 00 0. 0 Ye s N o 2 30 0 No N o N o No n e 0 No 0 0. 0 00 Ye s No 0 1 30 No No No No n e 0 No 0 00 0. 0 Ye s N o 0 4 29 No N o No No n e 0 No 0 00 0. 0 Ye s N o 0 3 29 No No N o No n e 0 No 0 0. 0 0. 0 Ye s N o 0 2 29 No N o N o N o n e 0 No 0 0. 0 00 Ye s No 0 1 29 No No N o No n e 0 No 0 00 0. 0 Ye s No 8 4 28 No N o No No n e 0 No 0 0. 0 0 . 0 Ye s No 8 3 28 No No No No n e 0 No 0 0. 0 0 . 0 Ye s N o 8 2 28 No No N o No n e 0 No 0 2. 0 0 . 0 Ye s No 4 1 28 No No No No n e 0 No 0 0. 0 00 Ye s No 9 4 27 No No N o N o n e 0 No 0 00 0. 0 Ye s No 9 3 2 7 No No N o No n e 0 No 0 0. 0 0 . 0 Ye s N o 9 2 27 No N o N o No n e 0 No 0 0. 0 0 . 0 Ye s No 0 1 27 No N o No n e No Ye s No N o 0 0 00 0. 0 4 4 26 No N o N o No n e No 00 0’ 0 Ye s 3 26 0 0 No 4 No No No No n e 0 No 00 0. 0 Ye s No 26 0 4 2 No No N o N o n e 0 No 0 0. 0 Ye s No 4 1 26 No N o N o No n e 0 No 0 0. 0 0 . 0 Ye s N o 2 2 5 4 No N o N o No n e 0 No 0 00 0. 0 Ye s No 2 3 2 5 No N o No No n e 0 No 0 0. 0 0 . 0 Ye s No 2 2 5 No N o No No n e 0 No 0 0. 0 0 . 0 Ye s N o 1 1 25 No N o N o N o n e 0 No 0 00 0. 0 Ye s No 8 4 24 No No N o No n e 0 No 0 0. 0 0 . 0 Ye s No 8 3 24 No N o N o No n e 0 No 0 0. 0 0 . 0 Ye s N o 8 2 24 No N o N o No n e 0 No 0 0. 0 0 . 0 Ye s No 0 1 24 No No No No n e 0 No 0 0. 0 0 . 0 Ye s N o 7 4 23 No No No N o n e 0 No 0 00 0. 0 Ye s No 7 3 23 No N o N o No n c 0 No 0 0. 0 0 . 0 Ye s No 7 2 23 7 No No No No n e 0 No 0 0. 0 0 . 0 Ye s N o 1 23 No N o No Ye s No N o No n e 0 0 00 0. 0 6 4 22 No N o N o 0 No 00 Ye s No 6 No n e 0 0. 0 3 2 2 No N o N o No n e 0 No 00 0. 0 Ye s No 6 0 2 2 2 P a s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 00 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 00 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 00 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e N o N o n e 00 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 No n e No n e No n e No n e N o No n e N o No n e N o No n e N o No n c N o No No No 0. 0 0. 0 No n e N o No n e N o No n e N o No n e N o No n e N o 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 00000000000000000000000000000000000000000000 0000000000000 00 00000000000000000000000 0000 00 0. 0 P a s s a g e 0. 0 P a s s a g e Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s 33 33 33 34 34 34 34 35 35 35 35 36 36 36 36 37 37 37 37 38 38 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a g e Pa s s a g e Pa s s a g e Ph a s e P e d D e t e c t o r ( N T C I P ) Pe d D e t e c t o r O p t i o n s ( M M ) 6 - 3 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 00000000 0000000000000000000000000 0000 00 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 000000000000000000000000000000000000000 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 0. 0 P a s s a g e 55 55 55 56 56 56 56 57 57 57 57 58 58 58 58 59 59 59 59 60 60 60 60 61 61 61 61 62 62 62 62 63 63 63 63 64 64 64 64 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 I 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 Central Sys (Ethernet to Locals) - Cook & Frank Sinatra3 Detectors Detectors Page 2 Log - Speed Detector Setup (MM )6-4 ECPI Log Period: Length Unit: TBAP Inch Vehicle Detector Diagnostics (MM)6-5 Plan Detector Counts Act Pres Multiplier Speed Detector NTCIP Log Period: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 Failed Time 255 255 255 255 255 255 255 255 255 255 Enable Log No No No No No No No No No No No No No No No No Trap Length 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Failed Call Delay 0 0 0 0 0 0 0 0 0 0 Vehicle Length 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Local Detector 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 One/Two Detector 1 1 1 1 I 11 0 0 0 1 255 0 I 12 0 0 0 1 255 0 1 13 0 0 0 1 255 0 14 010 0 1 255 0 1 15 0 0 0 1 255 0 1 16 0 0 0 1 255 0 1 17 0 0 0 1 255 0 1 18 0 0 0 1 255 0 19 0 0 0 1 255 01 I 20 0 0 0 1 255 0 I 21 0 0 0 1 255 0 1 22 0 0 0 1 255 0 1 23 0 0 0 1 255 0 1 24 0 0 0 1 255 0 1 25 0 0 0 1 255 0 1 26 0 0 0 1 255 0 1 27 0 0 0 1 255 0 1 28 0 0 0 1 255 0 1 29 0 0 0 1 255 0 1 30 0 0 0 1 255 0 31 0 1 255I 0 0 0 1 32 0 0 0 255 01 33 0 255 010 0 1 1 34 0 0 0 1 255 0 35 0 0 0 1 255 01 I 36 0 0 0 1 255 0 1 37 0 0 0 1 255 <) 1 38 0 0 0 1 255 0 1 39 0 0 0 1 255 0 1 40 0 0 0 1 255 0 1 41 0 0 0 1 255 0 1 42 0 0 0 1 255 0 1 43 0 0 0 1 255 0 1 44 0 0 0 1 255 0 1 45 0 0 0 1 255 0 114600 0 255 0 1 47 0 0 0 1 255 0 0 0148 0 0 1 255 49 0 010 1 255 0 1 50 0 0 0 1 255 0 1 51 0 0 0 1 255 0 1 52 0 0 0 1 255 0 1 53 0 0 0 1 255 0 1 54 0 0 0 1 255 0 I 55 0 0 0 1 255 0 1 56 0 0 0 1 255 0 1 0 0 0 1 255 0 010 0 1 255 0 1 59 0 0 0 1 255 0 60 0 0 0 1 255 01 61 0 0 0 1 255 01 1 62 0 0 0 1 255 0 63 0 0 0 1 255 01 I 64 0 0 0 1 255 0 2 1 0 0 0 1 255 0 2 2 0 0 0 1 255 0 2 3 0 0 0 1 255 0 2 4 0 0 0 1 255 0 2 5 0 0 0 1 255 0 2 6 0 0 0 1 255 0 2 7 0 0 0 1 255 0 2 8 0 0 0 1 255 0 2 9 0 0 0 1 255 0 2 10 0 0 0 1 255 0 1 2552 11 0 0 0 0 2 12 0 0 0 255 01 2 13 0 255 00 0 1 2 14 0 0 0 255 01 2 15 0 0 0 1 255 0 2 16 0 0 0 1 255 0 2 17 0 0 0 1 255 0 2 18 0 0 0 1 255 0 2 19 0 0 0 1 255 0 2 20 0 0 0 1 255 0 2 21 0 0 0 1 255 0 2 22 0 0 0 1 255 0 2 23 0 0 0 1 255 0 2 24 0 0 0 1 255 0 2 25 0 0 0 1 255 0 26 020 0 1 255 0 2 27 0 0 0 1 255 0 2 28 0 00 0 1 255 29 0 02 0 1 255 O 2 30 0 0 0 1 255 0 2 31 0 0 0 1 255 0 2 32 0 0 0 1 255 0 2 33 0 0 0 1 255 0 2 34 0 0 0 1 255 0 57 58 2 35 0 0 0 1 255 0 2 36 0 0 0 1 255 0 2 0 0 0 1 255 0 020 0 1 255 0 2 39 0 0 0 1 255 0 2 40 0 0 0 1 255 0 2 0 0 0 255 0411 2 42 0 0 0 1 255 0 2 43 0 0 0 255 01 2 44 0 0 0 1 255 0 2 45 0 0 0 1 255 0 2 46 0 0 0 1 255 0 2 47 0 0 0 1 255 0 2 48 0 0 0 1 255 0 2 49 0 0 0 1 255 0 2 50 0 0 0 1 255 0 2 51 0 0 0 1 255 0 2 52 0 0 0 1 255 0 2 53 0 0 0 1 255 0 2 54 0 0 0 1 255 0 55 2552 0 0 0 1 0 2 56 0 0 0 255 01 2 0 255 057 0 0 1 2 58 0 0 0 255 01 2 59 0 0 0 255 01 2 60 0 0 0 1 255 0 2 61 0 0 0 1 255 0 2 62 0 0 0 1 255 0 2 63 0 0 0 1 255 0 2 64 0 0 0 1 255 0 3 1 0 0 0 1 255 0 3 2 0 0 0 1 255 0 3 3 0 0 0 1 255 0 3 4 0 0 0 1 255 0 3 5 0 0 0 1 255 0 3 6 0 0 0 1 255 0 3 7 0 0 0 1 255 0 3 8 0 00 0 1 255 3 9 0 0 0 1 255 O 3 10 0 0 0 1 255 0 3 11 0 0 0 255 01 3 12 0 0 0 1 255 0 3 13 0 0 0 1 255 0 3 14 0 0 0 1 255 0 37 38 3 15 0 0 0 1 255 0 3 16 0 0 0 1 255 0 3 17 0 0 0 1 255 0 3 018 0 0 1 255 0 3 19 0 0 0 1 255 0 3 20 0 0 0 1 255 0 3 21 0 0 0 255 01 3 22 0 0 0 1 255 0 3 23 0 0 0 255 01 3 24 0 0 0 1 255 0 3 25 0 0 0 1 255 0 3 26 0 0 0 1 255 0 3 27 0 0 0 1 255 0 3 28 0 0 0 1 255 0 3 29 0 0 0 1 255 0 3 30 0 0 0 1 255 0 3 31 0 0 0 1 255 0 3 32 0 0 0 1 255 0 3 33 0 0 0 1 255 0 3 34 0 0 0 1 255 0 3 35 25500 0 1 0 3 36 0 0 0 255 01 3 37 0 255 00 0 1 3 38 0 0 0 255 01 3 39 0 0 0 255 01 3 40 0 0 0 1 255 0 3 41 0 0 0 1 255 0 3 42 0 0 0 1 255 0 3 43 0 0 0 1 255 0 3 44 0 0 0 1 255 0 3 45 0 0 0 1 255 0 3 46 0 0 0 1 255 0 3 47 0 0 0 1 255 0 3 48 0 0 0 1 255 0 3 49 0 0 0 1 255 0 3 50 0 0 0 1 255 0 3 51 0 0 0 1 255 0 3 0 0520 0 1 255 3 53 0 0 0 1 255 O 3 54 0 0 0 1 255 0 3 55 0 0 0 255 01 3 56 0 0 0 1 255 0 3 57 0 0 0 1 255 0 3 58 0 0 0 1 255 0 3 59 0 0 0 1 255 0 3 60 0 0 0 1 255 0 3 61 0 0 0 1 255 0 3 62 00 0 1 255 0 3 63 0 0 0 1 255 0 3 64 0 0 0 1 255 0 4 0 0 0 1 255 01 4 2 0 0 0 1 255 0 4 3 0 0 0 255 01 4 4 0 0 0 1 255 0 4 5 0 0 0 1 255 0 4 6 0 0 0 1 255 0 4 7 0 0 0 1 255 0 4 8 0 0 0 1 255 0 4 9 0 0 0 1 255 0 4 10 0 0 0 1 255 0 4 11 0 0 0 1 255 0 4 12 0 0 0 1 255 0 4 13 0 0 0 1 255 0 4 14 0 0 0 1 255 0 4 2551500 0 1 0 4 16 0 0 0 2551 0 4 17 0 255 00 0 1 4 18 0 0 0 1 255 0 4 19 0 0 0 255 01 4 20 0 0 0 1 255 0 4 21 0 0 0 1 255 0 4 22 0 0 0 1 255 0 4 23 0 0 0 1 255 0 4 24 0 0 0 1 255 0 4 25 0 0 0 1 255 0 4 26 0 0 0 1 255 0 4 27 0 0 0 1 255 0 4 28 0 0 0 1 255 0 4 29 0 0 0 1 255 0 14 30 0 0 0 255 0 4 31 0 0 0 1 255 0 4 32 0 00 0 1 255 4 33 0 0 0 1 255 O 4 34 0 0 0 1 255 0 4 35 0 0 0 255 01 4 36 0 0 0 1 255 0 4 37 0 0 0 1 255 0 4 38 0 0 0 1 255 0 Pedestrian Detector Diagnotics (MM)6-6 Plan Detector Counts Act Pres Multiplier 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 Central Sys (Ethernet to Locals) - Cook & Gerald Ford Configuration Phase Sequence Controller Sequence (MM)1-1-1 Hardware Alternate Sequence Enable: No (Note: Sequences identical to the prior one are not printed) 13 1504 07 08 10 11 12 14 16 Phases In Use / Exclusive PED (MM)1-2 9 10 11 12 13 14 15 16 Phase Compatibil i ty( MM )1-I -2 Phase and Overlap Descriptions 41 9 10 11 12 13 14 15 165 EB NBLT D E 1 J L K L M N O Administration (MM)1-7-1 02 03 B H | 16 | 4 8 14 | 16 | 2 6 9 11 2 5 2 6 2 5 4 8 9 11 1 6 14 | 16 | 9 11 10 | . 12 | 15 3 8 9 11 4 8 10 | . 12 15 10 1 12 1 10 | . 12 | 15 1 1 Phase n/a Sequence 1 Ring 1 Ring 2 Sequence 2 Ring 1 Ring 2 Sequence 3 Ring 1 Ring 2 Sequence 4 Ring 1 Ring 2 Compatible Phase Barrier Mode 8 x 7 x 8 WB H 2 x 5 X 3x 6 SB F Phase Description Overlap Description 2 NB B 7 EBLT G SBLT A Phase Phases in Use Exclusive PED 09 B 4 x 6 x 05 B 06 B 3 7 3 7 3 WBLT c Phase Ring Sequence 01 B 1 5 1 6 3 7 4 7 1 5 I x Central Sys (Ethernet to Locals) - Cook & Gerald Ford Configuration Port I (SDLC) SDLC Options (MM)1-4-1 2 3 814 5 6 7 X X X X Enable SDLC Stop Time: No Enable 3 Critical RFE’s Lockup: Yes Secondary To Secondary Addressing (MM)1-4-4 ID 1 2 3 4 5 6 7 8 MMU Term and Facility Enable 1 2 3 4 5 6 7 8 Diag Diagonstics (Test Fixture) Enable: No Enable TS2/MMU Type Cabinet: Yes Enable MMU Extended Status: No Color Check Enable (MM)1-4-3 Enable Color Check: Yes 8 x x x MMU Program (MM)1-4-2 Channel Can Serve with Channel Channel 1 Channel 2 4 x x x 13 x x x 12 x x x 10 x x x 9 x x x 11 x x x 6 x x x 3 x x x 5 x x x 15 x x x 14 x x x 16 x x x MMU Channel Green Yellow Red 2 x x X BIU________ Term and Facility Enable Detector Rack Enable ID Detector Rack Enable 1 x x X 7 x x x Central Sys (Ethernet to Locals) - Cook & Gerald Ford Configuration Communications Ethernet Port Configuration (MM)1-5-1 NTCIP Parameters (MM)1-5-5 Default Gateway IP: 192.168.16.2 Ethernet Priority: 1 Server IP: 10.70.10.1 Port 2 Priority:4 Port Configuration (MM)1-5-2 to 1-5-4 3A(C21S) 3B(C22S) 0 0 0 No No No Controller IP: Subnet Mask: Port 3A Priority: 3 Port 3B Priority: 2 192.168.16.107 255.255.255.0 0 501 0 0 0.0 Half No 0.0 0.0 10 No FSK 0 0 0 0 0 0 0 Backup Time: UDP Port: 0 0 0.0 Full Yes 0.0 0.0 0 No FSK 0 0 0 0 0 0 0 2 (C50S) NTCIP No 9600 8N 1 None NTCIP No 9600 8N 1 None Terminal Yes 9600 8N 1 None Port Protocol Enable Data Rate Data Parity Stop Modem Setup String User String Comm Port Address System Detector 9-1 Telemetry Response Delay Duplex Half/Full Flow Control AB3418 NTCIP Group Address AB3418 NTCIP Single Flag Enable RTS to CTS Delay RTS Turn Off Delay Droupout Time Early RTS Telemetry Mode Rail Road Rail Road Line ATCS Group Wayside Device ATCS Device Wayside SubNode ATCS SubNode 0.0 0.0 10 No FSK 0 0 0 0 0 0 0 7 0 0.0 Full Yes Central Sys (Ethernet to Locals) - Cook & Gerald Ford Configuration Logging/Display Event Logging (MM)1-6-1 Critical RFE’s Yes Yes Yes Yes No Detector Errors Yes 72 3 4 5 6 8 9 10 12 13 14 151 11 16 XLogging Display Options (MM)1-7-2 Basic Advanced No Yes No Yes Yes No Yes Yes No No Yes Yes Auto Alarm Log Enable MMU Flash Faults Non-Critical RFE’s (Det/Test) Coordination Errors Preempt Power On/Off Access Online/Offline Key Click Enable: Backlight Enable: LED Mode: Main Status Display Mode: Screen Format: Trans Mode Pop-up Disable: 3 Critical RFE’s in 24 Hours Local Flash Faults Sign On (MM)8-5 Sign On Message Line 1: Solutions that Move the World Sign On Message Line 2: Controller Download TSP Low Battery Data Change Central Sys (Ethernet to Locals) - Cook & Gerald Ford Controller Timing Plan (MM)2-1 Plan I 6Phase234 IP 7 8 9 10 11 12 13 14 15 16 WBLTEB NBLT SBDirection NB EBLT WB 8 6 8 6 8 6 8 5 5 5 5 5 5 5 5 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ) 0 0 0 0 Walk 0 0 7 0 7 0 7 10 0 10 0 100 0 10 Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 Walk Max 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16 027Ped Clear 0 27 0 0 0 30 0 0 016 16 16 00 0 0Ped Clear 20 0 0 0 0 0 0 0 ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 °0 0 0 0Ped co 0 .12 0 0 0 0 0 0 0 0 0 0 1.0Vehicle Ext 1.0 1.0 1.0 1.0 1.0 1.0 1.0 5.0 5.0 5.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .0 0.0 0.0 1 J 35 350 0 10Max 1 20 45 15 25 20 45 20 25 35 35 0 40 40 40 000Max 2 40 90 40 70 40 40 40 0 0 0 0 0 0Max 3 0 0 0 0 0 0 0 0DYM Max 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 3.0 3.0 0.0 0.0 0.05.0 5.8 4.5 5.0 5.8 4.5 4.5 3.0 0.0 1.0Red Clear 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0---------____-=0.0 0.0 0.0Red Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ] 2.0 2.0 2.02.0 2.0 2.0 2.0Red Revert 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0 .0 00ACT B4 0 .12 0 0 0 0 0 0 0 00 SEC/ACT 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 30Max Int 30 30 30 20 _______30 30 0 0 0 0 0 0 0Time B4 0 0 0 0 0 0 0 0 00 0 00 00Cars Wt 0 0 0 0 0 0 0.0 0.0 0.0 0.00.0 0.0 0.0STPT Duc 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 Delay Green CS Min Green 0 0 00 00 1 ■ 0 0 0.0 40 40 0 0 0.0 0.0 0.00.0 0 000 Ped Clear Max DYM Stp Yellow .0 0 7 0 Min Green 6 BKMin o Green 2 0 30 0 00 4.5 0 0 0.0 0.0 0 0 0 0.0 30 1.0 1.0 0.0 0.0 Vehicle Ext 2 1 0 0.0 0.0 0.0 0.0 1 SBLT 00 0.0 0.0 ooooo00 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 ||o,Q 0.0Min Gap 0.0 0.0 0.00.0 Plan 2 ■67 13 14 15Phase1243458 9 10 11 12 16 SBLT WBLT EB NBLT SBDirectionNB EBLT WB 5 ■5Min Green 55 5 5 5 5 5 5 5 5 5 5 5 0 0 0 0 0 0 0 ()0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 j Jl 000 0 0 0 0 0 0 0 0 0 0 0 0 0 10Walk010 0 10 0 10 0 10 (10 0 10 0 10 000 0Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0160016 0 16 0 16 0 16 0 16 0 16 16 0 0Ped Clear 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Ped CO 0 00 0 0 0 0 0 0 0 0 0 0 0 Vehicle Ext ------- - — 5.0 5.0 5.05.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 35 3535 35 35 35 35 35 35 35 35Max l 35 35 35 35 40 40Max 2 40 40 40 40 40 40 40 40 40 4040 40 0 0Max 3 0 0 0 0 0 0 0 0 0 000 0 0 0 00000 0 0DYM Max 0 0 0 0 0 0 0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 3.0 3.0 3.0 |3.03.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1.0 1.0Red Clear 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Red Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0 2.0 2.0 2.0 2.0Red Revert 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0 00ACT B4 0 0---------------------------0 0 0 0 0 0 It 0 0 0 0 0.0 0.0 0.0 0.0 |SEC/ACT 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Int 0 0 0 0 0 0 ()0 0 0 0Time B4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 |0Cars Wt 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0STPT Duc 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 ( 0 0 0 0 0 0.00.0 0.0 0.0 0.0 0.0Min Gap 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 CS Min Green Delay Green Time To Reduce Time To Reduce 6 0 0 000 0.0 0.0 00 BK Min Green Walk Max Ped Clear E 5 J7 0 JO 0 Ped Clear Max DYM Stp Yellow 0 40 0 0 0 35 40 Vehicle Ext 2 0.0 0.0 3.0 3.0 1.01.0 0.0 Plan 3 910Phasc3415 6 7 8 11 12 13 14 15 16 5SBLTDirection WBLT EB NBLT SB EBLTNB WB 5Min Green 5555 5 5 5 5 5 5 5 5 5 5 0 0 0 0 0 0 0 0 0 0 0 °0 0 0 0 o0 0 0 0 0 0 0 0 0 0 0 0° 0 0 0 0 0 0 0 0 0 0 0 0 10 0 10 ]0 10Walk010010010010 0 10 00 0 0Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0Walk Max 0 0 0 0 0 0 0 0 0 0 Ped Clear 0 16 0 16 0 16 0 16 0 16 .0Ped Clear 2 00 0 0 0 0 0 0 1 00 0 0 0 0 0 0 0 0 0 0 0 0Ped CO 0 0 0 0 0 0 0 0 0 0 0 (H 0 0 5.0 5.0 5.0 5.0 5.0Vehicle Ext 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ' Vehicle Ext 2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .0 0.0 0.0 0.0 .0 0.0 0.0 35Max l 35 35 35 35 35 35 35 35 35 35 35 Max 2 40 40 40 40 40 40 40 40 40 40 40 40 0Max 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000DYM Max 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1.0 1.0Red Clear 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Red Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0 2.0Red Revert 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0ACT B4 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0SEC/ACT 0.0 0.0 0.0 0.0 0.0 0.0 0 0Max Int 0 0 0 0 0 0 0 0 0 Time B4 0 0 0 0 0 0 0 0 0 0 0Cars Wt 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0STPT Duc 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 ( 0 0 0.0 0.0 0.0 0.0 0.0 0.0Min Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Plan 4 3 4 6Phase1 2 5 7 8 9 10 I I 12 13 14 15 16 CS Min Green Delay Green ..----- ---I ime 1o Reduce 3.0 3.0 3.0 1.0 1.0 1.0 35 35 40 40 0 0 0 0 0 16 0 0 0 16 00 BKMin Green 35 35 40 40 0 o Ped Clear Max - 0 0 0 0 0 0 16 00 DYM Stp Yellow 0 0 0 0.0 0.0 0.0 3.0 3.0 0 0.0 0 0 0 0.0 0.0 0 0 0 0 0 0 L 5 0.0 0.02.0 2.0 0 0 0.0 0.0 0 0 0 0 0 0 0.0 |0.0 00 0.0 0.0 0.0 0.0 0.00.0 2.0 2.0 2.0 2.0 Direction NB WBLT EB NBLT SB 5 5 5 5 5 5 5 5 5 5 5 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 J 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u । 0 0 0 0 0 0 0 °0 0 0 0 0 10 010 0 10100 0 0 10 0 0 00 0 0000 0 00 0 0 0 160 0 16161 0 00—r00 Ped Clear 1 o ■ 0 0 0 0 0 0 0 0 0 ooso1- 0 )0 Vehicle Ext 5.0 5.0 5.0 5.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 J 35 0 0 0 00 0 0 0 0.0 0.0 3.0 3.0Yellow 1.0 1.0 1.0 1.0 0.0 0.0 2.0 2.0 0 0 0 0.0 0.0 0.0 0 0 0 0 0Max Int 0 00 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.00.0 0.0 o 000 0 0 0 0 0 0 0 0 0 Min Gap 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 Time To Reduce Time B4 0_ Cars Wt 0 STPT Duc 0.0 0 0 0 0 DYMMax 0 DYM Stp 0.0 35 35 40 40 0 5.0 0 0 0 0 0 0 5.0 0 0 0 0 0 0.0 2.0 0 0 0 0 0 5.0 ■ 0 [62 016 0 16 0 10 0 0 16 40 0 0 0.0 0 5.0 ■ ■ 0.0_ 3.0 1.0 0 5.0 0 0 0 0.0 0 0 0 0.0 10 0 0.0 0 0 0 16 0 35 35 40 40 0 5.0 3.0 1.0 3.0 1.0 0.0 2.0 0_ 0.0 35 40 0 0 0.0 0.0 0_ 0 0 0.0 0 0 0 0.0 0 0 0 1 2.0 0 0.0 0 0 0.0 0.0 2.0 2.0 0 0 Max Ped CO 35 40 0 0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0 0.0 3.0 1.0 0.0 35 40 0 0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 3.0 1.0 0.0 0.0 0.0 2.0 2.0 35 40 0 0 0.0 3.0 To 0 35 40 0 0 0.0 3.0 1.0 0.0 2.0 35 35 40 40 0.0 35 35 40 0 0 Min Green BK Min Green CS Min Green Delay Green Walk Walk 2 Walk Max Ped Clear Ped Clear 2 0000 o.o 0.0 0.0 0.0 00 0 0 0 0 0.0 0.0 0 0 0.0 0.0 3.0 3.0 5.0 0.0 35 40 0.0 2.0 WB 5 00 0.0 0.0 3.0 3.0 Vehicle Ext 2 Max 1 Max 2 Max 3 0 __ 0 EBLT 5 0 10 0 0 0 0 0 16 0 0□E 0 0 5.0 5.0 0.0 0.0 0 0 0.0 0.0 40 0 Red Clear 1.0 Red Max 0.0 Red Revert 2.0 ACTB4 0 SEC/ACT 0.0 1.0 0.0 IE 0 0.0 SBLT 5 35 40 0 0 0.0 3.0 1.0 0.0 2.0 LL 5 5 0 0 0 0 0 5.0 5.0 Central Sys (Ethernet to Locals) - Cook & Gerald Ford Controller Overlaps Vehicle Overlaps (MM)2-2 Overlap Yellow Advance GreenTypeLag Green Red Overlap Phasc Included ModifierProtect PPLT FYA Flash Arrow Flash ArrowOverlap FYA DelayOutput Channel Guaranteed Minimum Time Data (MM) 2-4 Min Green Walk Red Clear Overlap Green 7 E05 7 5 7 3.0 0.0 5 5 Phase Time Data Ped Clear Yellow C03 D04 Flash Green 0 0 Special Function Disable 0 0 0 0 0 0 0 0 0 0 0 0 F06 G07 H08 109 J10 Kll L12 M13 N14 015 P16 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lag 2 Phase 5 5 7 7 7 7 7 7 7 7 7 7 Phase A01 B02 Protected Phase 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Ped Protect 5 5 5 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 5 5 5 5 5 5 5 5 5 Permissive Phase FYA Clearance LagX Phase Phases Not Overlap 7 7 7 3.0 3.0 3.0 3.0 3.0 Central Sys (Ethernet to Locals) - Cook & Gerald Ford Controller Start/Fash (MM) 2-5 MUTCD Yellow to Green: n/a Minimum Auto Flash: 8 Minimumin Recall:Yes Cycle Through Phase: No No 0 6 4 No Flash > Mon: Flash Time: All Red: Power Start Sequence: MUTCD Enabled: Flash > Mon: Exit Flash Interval: Startup Phase 2 6 Automatic Flash Entry Phase 2 6 Exit Phase 2 6 No Y Overlap Exit A B C D Overlap A B C D Phase Setting Y Y Central Sys (Ethernet to Locals) - Cook & Gerald Ford Controller Options Controller Options (MM)2-6-1 1 5Phase2 8 14 163 4 6 7 9 10 11 12 13 15 Non Act 2 Ped Reservice Rest In Walk X X X X Ped Clear Red IGRN + Veh Ext Ped Clear Protect: On Red Revert: 2.0 Act Pre-Time (MM)2-7 Pre-Time Mode Enable: No Phase 13 14 15----------------------- - -------I 2 3 4 5 6 7 8 9 10 11 12 16 Pre-Timed Phase Phase Recall Options (MM)2-8 Plan 1 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Lock Detector Vehicle Recall Conditional Reservice Guaranteed Passage Non Act 1 Flashing Green Phase Dual Entry Conditional Service MUTCD 3 Seconds Don’t Walk: No Flashing Walk Ped Clear Yellow Free Input Enables Pre-Timed: Yes ■ [ Central Sys (Ethernet to Locals) - Cook & Gerald Ford Manual Pattern Auto ECPI Coord Yes TBC STD Seconds Seconds Smooth Max Select MAXINH Dwell/Add Time 0 No Force Off Float Offset Reference Lead Use Ped Time No Ped Recall No Ped Reservice Yes No Yes Re-Sync Count 0 Multisync No Auto Perm Minimum Green (Seconds) (MM)3-4 2 345 6Phase 7 8 9 10 11 12 13 14 15 161 0 00 0 0 0 0 00 0 0 0 0 0 0 0 Split Demand (MM)3-5 4Phase2 3 6 8 9 10 11 12 13 14 1615715 Demand 1 [Demand 2 2Demand1 Detector 0 0 0 0 0 0 Coordination Options Coordination Options (MM)3-1 Local Zero Override Minimum Green System Format Offsets In System Source Splits In Transition Delay Coord Walk to LZ FO Added Initial Green Call Time (Sec) Cycle Count Central Sys (Ethernet to Locals) - Cook & Gerald Ford Dwell Add Time 0 Timing Plan I Sequence 2No 1 None Split Preference Phases 9 11 15Phase245 7 8 10 12 13 14 163 NB EB NBLT EBLT WB 048 39 23 31 28 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 Preference 2 0 00 0 0 0 0 0 0 0 0 0 0 0 21 3 4 0 0 00 0 0 0 0 0 0 0 0 0 130s 130s Os Os Split Pattern Data Phase 1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 Coordinated Phases X Vehicle Recalls Ped Recalls Max Recalls Phase Omit X X X X X X X X Coordination Pattern Data Pattern Data (MM)3-2 Action Plan Force Off Seconds Seconds No None 0-1 111 Splits in Offsets in TS2 (Pat-Off) Std (COS) Ring Disp. Split Sum 23 0 0 0 0 6 x Veh. Permissive 2 Disp. Crossing Arterial Pat 6 SB Special Function Output WBLT 20 0 । 0 Misc. Data Veh. Permissive 1 Split Demand Pat 1 Veh. Permissive 2 Split Demand Pat 2 Pattern - 1 Split Pattern Cycle Offset Value Actuated Coord Actuated Walk Rest Phase Reservice Max Select Ring_ Ring Split Ext Description Splits (Split Pat 1) Preference 1 1 SBLT 48 0 1 130 50s Yes 2 0-2 121 Dwell/Add Time 0 Timing Plan 1Yes No Sequence 3 Split Preference Phases 12Phase62 3 4 5 7 8 9 10 11 13 14 15 16 NBLT SB EBLTNB WBLT EB WB 1 1421 42 23 21 14 23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Preference 2 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3 4 0 0 00 0 0 0 0 0 0 0 0s100s Split Pattern Data 5 64Phase2 3 7 8 9 10 11 12 13 14 15 161 XCoordinated Phases X Vehicle Recalls Ped Recalls Max Recalls Phase Omit X X X X X X X X 3 Dwell/Add Time 0 Timing PlanYes 1 No Sequence 2 No Action Plan 3 Seconds Seconds 0-3 131 100 20s Action Plan Force Off Seconds Seconds No None 130 50s Splits in Offsets in TS2 (Pat-Off) Std (COS) Splits in Offsets in TS2 (Pat-Off) Std (COS) Ring Disp. Split Sum 0 0s 1 Veh. Permissive 2 Disp. Crossing Arterial Pat Veh. Permissive 2 Split Demand Pat 2 Pattern - 2 Split Pattern Cycle Offset Value Actuated Coord Actuated Walk Rest Phase Reservice Max Select 42 0 0 0 100s Misc. Data Veh. Permissive 1 Split Demand Pat 1 1 J ■ Pattern - 3 Split Pattern Cycle Offset Valuc Actuated Coord Actuated Walk Rest Phase Reservice 2 None Description Splits (Split Pat 2) Preference 1 Ring Ring Split Ext 0 0 0 0 0 1 SBLT Special Function Output 0 0 Force OffMax Select None None Split Preference Phases 8 133Phase2491011 12 14 1615 7 15 EB NBLTSBLT NB WBLT EBLT WB 58 19 30 23 24 25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Preference 2 0 0 0 0 0 0 00 0 0 0 0 0 3112 4 0 0 00 0 0 0 0 0 0 0 0 130s Os Os Split Pattern Data 4Phase2 3 8 9 10 12 13 14 15 1615711 Coordinated Phases X Vehicle Recalls Ped Recalls Max Recalls Phase Omit X X X X X X X X Ring Disp. Split Sum Special Function Output 0 0 Veh. Permissive 2 Disp. Crossing Arterial Pat 0 130s Veh. Permissive 2 Split Demand Pat 2 Misc. Data Veh. Permissive 1 Split Demand Pat 1 Ring Ring Split Ext Description Splits (Split Pat 3) Preference 1 23 0 6 1 SB 58 0 0 0 0 6 x 4 1-1 120 141 Dwell/Add Time 065s Timing PlanYes 1 No Sequence 2 Split Preference Phases 12Phase62 3 4 5 7 8 9 10 11 13 14 15 16 SB EBLTNB WBLT EB NBLT WB 1 1820 52 30 20 25 23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Preference 2 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3 4 0 0 00 0 0 0 0 0 0 0 0 0 OsOs120s 120s Split Pattern Data 5 6Phase2 3 4 7 8 9 10 11 12 13 14 15 161 XCoordinated Phases X Vehicle Recalls Ped Recalls Max Recalls Phase Omit X X X X X X X X 4 1-2 151 Dwell/Add Time 0 Timing Plan 0Yes No Sequence 2 No Action Plan 5 Action Plan Force Off Splits in Offsets in Seconds Seconds Seconds Seconds No None TS2 (Pat-Off) Std (COS) Splits in Offsets in TS2 (Pat-Off) Std (COS)120 65s Ring Disp. Split Sum Veh. Permissive 2 Disp. Crossing Arterial Pat Veh. Permissive 2 Split Demand Pat 2 52 0 0 Pattern - 4 Split Pattern Cycle Offset Value Actuated Coord Actuated Walk Rest Phase Reservice Max Select Misc. Data Veh. Permissive 1 Split Demand Pat 1 Description Splits (Split Pat 4) Preference 1 Pattern - 5 Split Pattern Cycle Offset Valuc Actuated Coord Actuated Walk Rest Phase Reservice Ring Ring Split Ext 4 None 0 0 0 0 0 1 SBLT Special Function Output 0 0 Force OffMax Select None None Split Preference Phases 8 13Phase2491011 12 14 1615 7 15 EB NBLTSBLT NB EBLT WB 20 52 18 30 20 25 23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Preference 2 0 0 0 0 0 0 00 0 0 0 0 0 3112 4 0 0 00 0 0 0 0 0 0 0 0 120s Os Os Split Pattern Data 4Phase2 3 8 9 10 12 13 14 15 1615711 Coordinated Phases X Vehicle Recalls Ped Recalls Max Recalls Phase Omit X X X X X X X X Ring Disp. Split Sum Special Function Output 0 0 Veh. Permissive 2 Disp. Crossing Arterial Pat 0 120s Veh. Permissive 2 Split Demand Pat 2 Misc. Data Veh. Permissive 1 Split Demand Pat 1 Ring Ring Split Ext Description Splits (Split Pat 4) Preference 1 6 1 SB 52 0 0 0 0 3 WBLT 6 x Dwell/Add Time 0 Timing Plan 1 No Sequence 2 Split Preference Phases Phase 151 2 3 4 5 7 89 10 11 12 13 14 16 SBLT NB WBLT EB NBLT EBLTWB 1 20 47 18 25 20 23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Preference 2 0 0 0 0 0 0 0 0 0 0 0 0 0 31 2 4 0 0 00 0 0 0 0 0 0 0 110s Os Split Pattern Data 4Phase2 13 14 161 3 5 7 8 9 10 11 12 15 Coordinated Phases X Vehicle Recalls X X X X X X X X Action Plan Force Off Splits in Offsets in No None Seconds Seconds TS2 (Pat-Off) Std (COS) 6 110 65s Yes Ped Recalls Max Recalls Phase Omit Ring Disp. Split Sum 6 X Special Funetion Output 0 110s 0 0. Veh. Permissive 2 Split Demand Pat 2 Veh. Permissive 2 Disp. Crossing Arterial Pat Pattern - 6 Split Pattern Cycle Offset Value Actuated Coord Actuated Walk Rest Phase Reservice Max Select Misc. Data Veh. Permissive 1 Split Demand Pat 1 6 None Ring Ring Split Ext 0 o' 0 Description Splits (Split Pat 6) Preference 1 1-3 112 6 SB 47 0 0 20 0 0 Central Sys (Ethernet to Locals) - Cook & Gerald Ford Preemptor Preempt Plan (MM)4-1 Plan 3 Phase 3 4 5 6 7 8 9 10 12 13 14 15 161 A C D E F G H 1 J L M N O P X X Dwell Ped Exit Calls Special Funciton Enable Yes No Interlock Enable No Detector Lock Yes 2 Inhibit 0 Override Flash No 90 CLR > GRN No Terminate Phase NoNo No No Track Clear Rsrv No Dwell Flash Off Linked Pmt 0 Flash Exit Color Yellow Off Exit Timing Plan 0 Reservice 0 Hard 1 2 3 4 No No No No Walk Ped CIrMin Grn Yellow Red 0 255 25 25.5 2.5 Min Grn Ext Gr Max Grn Yellow Red Track Clear 0 0 0 4.0 1.0 Exit Option Fault Type Preempt Override Delay Duration Enable Trailing Dwell Vehicle Timing Entrance PC Through Yellow Ring Free During Preempt 2 B 11 K Term Overlap Asap Ped Dark Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap Exit Phase Overlap Track Clear Vehicle Track Clear Overlap Min Pmt Ext Yellow RedDwell 0Dwell / Cycle-Exit 0.0 25.5 2.5 Preempt Active Out On No On No 0.0 Ped Priority Return Off Queue Delay Off Phase 14 163 4 56 1512789 10 11 12 13 Veh Pri Return %00000 0 0 0 0 0 0 0 0 0 0 0Green Plan 4 10 14 J N X X Enable Yes No Interlock Enable No No No Terminate Phase No Exit Timing Plan 0 Reservice 0 Track Clear Rsrv No Flash Exit Color Yellow Dwell Flash Exit Option Fault Type Veh Priority Return Off Conditional Delay Off Off Off Hard 2 90 Yes No Preempt Override Delay Duration PC Through Yellow No 0 13 M 0 No 2 B 8 H 11 K Other Priority Preempt Inhibit Extension Time Detector Lock Override Flash Term Overlap Asap Ped Dark Linked Pmt Max Time 90 4 D 5 E 7 G Inhibit CLR>GRN 16 p Preempt Active Dwell Non-Priority Preempt 3 C Enable Trailing Dwell Vehicle Dwell Ped Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap Exit Phase Exit Calls Special Funciton Phase Overlap Track Clear Vehicle Track Clear Overlap 12 L 15 0 1 A 9 I 6 F Ring I Free During Preempt No Walk 0 Min Gr Track Clear 0 Yellow RedPmt Ext Dwell / Cycle-Exit 0 0.0 25.5 2.5 Preempt Active Out On No On No 0.0 Ped Priority Return Off Queue Delay Off 143 41 2 5 6 7 8 9 10 11 12 13 15 16 0 00 0 0 0 00 0 0 0 0 0 0 0 0 Plan 5 Track Clear Overlap X X Enable Yes No Interlock Enable No Detector Lock 2 InhibitYes 0 Veh Priority Return Off Conditional Delay Off Min Dwell Preempt Override Delay Timing Entrance 8 H 14 N 11 K 13 M 15 0 Other Priority Preempt Inhibit Extension Time 2 B 5 E 4 D 16 p 6 F 7 G 3 c 12 L Preempt Active Dwell Non-Priority Preempt Phase Overlap Track Clear Vehicle 2 No 4 No Phase Veh Pri Return % Green Enable Trailing Dwell Vehicle Dwell Ped Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap Exit Phase Exit Calls Special Funciton Yellow 25.5 Yellow 4.0 3 No Red 2.5 Red 1.0 Ped Clr 255 Ext Gr 0 1 A Min Gr 25 Max Grn 0 Max Time 90 10 J 9 I No 90 CLR > GRN No No No Terminate Phase No Exit Timing Plan 0 Reservice 0 Ring 1 Free During Preempt No Walk 0 Min Grn Track Clear 0 Pmt Ext Yellow Red Dwell / Cycle-Exit 0 0.0 25.5 2.5 Preempt Active Out On No On No 0.0 Ped Priority Return Off OffQueue Delay 3Phase 13 15 1611 2 4 5 6 7 8 9 10 11 12 14 Veh Pri Return %0 0 0 00000 0 0 0 0 0 0 0 0Green Plan 6 10 J X X Track Clear Rsrv No Flash Exit Color Yellow Veh Priority Return Off Conditional Delay Off Min Dwell Dwell Flash Exit Option Fault Type Off off Hard Duration PC Through Yellow Timing Entrance No 0 8 H 15 O 13 M Override Flash Term Overlap Asap Ped Dark Linked Pmt Other Priority Preempt Inhibit Extension Time 2 B 4 D 6 F Enable Trailing Dwell VehicleDwell Ped Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap 3 C Red 2.5 Red 1.0 16 p 2 No 11_ K 12 L Preempt Active Dwell Non-Priority Preempt Yellow 25.5 Yellow 4.0 Phase_____ Overlap Track Clear Vehicle Track Clear Overlap 5 E 4 No PedCIr 255 Ext Grn 0 Min Grn 25 Max Grn 0 Max Time 90 3 No 7 G 9 T i A 14 | N Exit Phase Exit Calls Special Funciton Enable Yes No Interlock Enable No InhibitYes2 0 No 90 CLR > GRN No No No Terminate Phase No Track Clear Rsrv No Dwell Flash OffNo Linked Pmt 0 Flash Exit Color Yellow Exit Timing Plan 0 Reservice 0 2 31 4 No No No No Walk Ped CIr Min Grn Yellow Red 0 255 25 25.5 2.5 Min Grn Ext Grn Max Grn Yellow Red Track Clear 0 0 0 4.0 1.0 Pmt Ext Yellow Red Dwell / Cycle-Exit 0 0.0 90 25.5 2.5 Preempt Active Out On No On No 0.0 Ped Priority Return Off Queue Delay on ioi 2 3 4 5 6 7 8 9 11 12 13 14 15 16 0 00 0 0 0 0 0 0 0 0 0 0 0 0Green Veh Priority Return Off Conditional Delay Off Min Dwell Exit Option Fault Type Preempt Override Delay Duration On- Hard PC Through Yellow N on -Priori ty Preempt Timing Entrance Detector Lock Override Flash Term Overlap Asap Ped Dark Other Priority Preempt Inhibit Extension Time Preempt Active Dwell Max Time Ring_______ Free During Preempt Phase Veh Pri Return %0 _ 1 Central Sys (Ethernet to Locals) - Cook & Gerald Ford3 Action Plan - 1 1Pattern No 2I 1 None Flash No No Veh Det DiagPlan 0 Ped Det Diag Plan 0 Diming Enable Veh Priority Return NoNo Queue Delay No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LP 1-15 Time Base Action Plan Action Plan (MM)5-2 Ped Priority Return No Prempt Cond Delay No Auxilliary Function Timing Plan Veh Det Plan Special Function LP 16-30 LP 31-45 LP 46-60 LP 61-75 LP 76-90 LP 91-100 Override System Sequence Detector Log Red Rest Phase Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Vch Det Diag Plan 0 Diming Enable Veh Priority Return NoNo Queue Delay No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Queue Delay No Ped Priority Return No Prempt Cond Delay No Ped Det Diag Plan 0 Veh Priority Return No Ped Priority Return No Prempt Cond Delay No LP 1-15 LP 16-30 LP 31-45 LP 46-60 LP 61-75 LP 76-90 LP 91-100 Phase Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Special Function Auxilliary Function Action Plan - 3 Pattern Timing Plan Veh Det Plan Flash Veh Det Diag Plan Diming Enable Override System Sequence Detector Log Red Rest Override System Sequence Detector Log Red Rest Ped Det Diag Plan Action Plan - 2 Pattern Timing Plan Veh Det Plan Flash No 2 None No No 3 None No 0 3 1 1 No 0 No 2 1 1 No Veh Det Diag Plan 0 Diming Enable Veh Priority Return NoNo Queue Delay No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Queue Delay No Ped Priority Return No Prempt Cond Delay No Ped Priority Return No Prempt Cond Delay No Ped Det Diag Plan 0 Veh Priority Return No LP 1-15 LP 16-30 LP 31-45 LP 46-60 LP 61-75 LP 76-90 LP 91-100 4 0 0 No 5 0 0 No 0 No Phase Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 cs Inhibit Omit Special Function Auxilliary Function Action Plan - 5 Pattern Timing Plan Veh Det Plan Flash Veh Det Diag Plan Diming Enable Override System Sequence Detector Log Red Rest Override System Sequence Detector Log Red Rest Ped Det Diag Plan Action Plan - 4 Pattern Timing Plan Veh Det Plan Flash No 2 None No 0 No 2 None No Vch Det Diag Plan 0 Diming Enable Veh Priority Return NoNo Queue Delay No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 254 - FREE Override System Queue Delay No Ped Priority Return No Prempt Cond Delay No Ped Priority Return No Prempt Cond Delay No Ped Det Diag Plan 0 Veh Priority Return No LP 1-15 LP 16-30 LP 31-45 LP 46-60 LP 61-75 LP 76-90 LP 91-100 Sequence Detector Log Red Rest 6 0 0 No Action Plan - 99 Pattern Timing Plan Veh Det Plan Flash Veh Det Diag Plan Diming Enable Phase Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Special Function Auxilliary Function No 0 None No Override System Sequence Detector Log Red Rest Ped Det Diag Plan Action Plan - 6 Pattern Timing Plan Veh Det Plan Flash No 2 None No 0 1 1 No 0 No Central Sys (Ethernet to Locals) - Cook & Gerald Ford Day Plan - 1 Event 1 99 2 1 3 4 4 3 5 4 6 99 Day Plan - 2 Event 1 99 2 4 3 4 4 4 5 99 Day Plan - 3 Event 1 99 42 3 4 4 4 Time Base Day Plan/Schedule Day Plan (MM)5-3 Action Start Plan Time Action Start Plan Time Action Start Plan Time 12:00 AM 8:30 AM 10:30 AM 3:00 PM 8:00 PM 12:00 AM 9:00 AM 11:00 AM 3:00 PM 12:00 AM 7:15 AM 9:30 AM 2:15 PM 6:00 PM 8:00 PM 5 99 Day Plan - 5 Action StartEventPlan 1 99 2 5 3 6 4 5 5 6 6 99 Day Plan - 6 Action StartEventPlan 1 99 2 6 3 6 4 6 995 Day Plan - 7 Action StartEventPlan 991 2 6 3 99 Day Plan - 10 Event 1 99 Action Start Plan Time 8:00 PM 12:00 AM Time 12:00 AM 9:00 AM 8:30 PM Time 12:00 AM 7:15 AM 9:30 AM 2:15 PM 6:00 PM 8:30 PM Time 12:00 AM 8:00 AM 10:30 AM 3:00 PM 8:30 PM Schedule (MM)5-4 Schedule Number - 1 Day Plan Number: 1 Month Jul Aug SepMar Apr May Jun X X X X Day of Week Sun Mon Tue Wed Thur Sat X X X X Day of Month Schedule Number - 2 Day Plan Number: 2 Oct NovMonth Mar Apr May Jun Jul Aug Sep X X X X X X Day of Week Sun Mon Tue Wed Thur Fri Day of Month Schedule Number - 3 Day Plan Number: 3 8 x 19 x 30 x 3 X 14 X 25 x 4 X 15 X 26 x 5 X 16 X 27 x 6 X 17 X 28 x 2 x 13 x 24 x 2 X 13 X 24 x 7 X 18 X 29 x 4 X 15 X 26 x Fri x 6 X 17 X 28 x 11 X 22 x 10 | X 21 X 9 X 20 X 31 x 7 X 18 X 29 x 11 X 22 x Feb x Nov x 10 X 21 x Sat x Dec X Feb x 5 X 16 X 27 x 9 X 20 X 31 x 3 X 14 X 25 x 8 X 19 X 30 x Jan x Dec x Oct x 1 X 12 X 23 x Janx 1 x 12 x 23 x Month Mar Apr May Jun Jul Aug Sep Oct Nov X X X X X X Day of Week Mon Tue Wed Thur Fri Sat Day of Month 2 8 x 19 x 30 x 10 X 21 x 3 X 14 X 25 x 2 X 20 X 31 x 4 X 15 X 26 x 6 X 17 X 28 x 5 X 16 X 27 x Feb x Dec x Jan x Sun x 7 X 18 X 29 x 11 X_ 22_ X X 13 X 24 x 1 X 12 X 23 x Schedule Number - 4 Day Plan Number: 4 Month Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Day of Week Sun Mon Tue Wed Thur Fri Sat 5Day of Month 1 2 3 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Schedule Number - 5 Day Plan Number: 5 Month Feb Jul Aug Sep OctJan Mar Apr May Jun Nov Dec X X X Day of Week Sun Mon Tue Wed Thur Sat X X X X Day of Month Schedule Number - 6 Day Plan Number: 6 Aug Sep Oct Nov DecMonthJanFebMar Apr May Jun X X Day of Week Sun Mon Tue Wed Thur Fri 11 X 22 4 x 15 X 26 3 x 14 x 25 6 X 17 X 28 7 X 18 X 29 8 x 19 x 30 5 x 16 X 27 9 X 20 2 x 13 x 24 Fri x Sat x Julx 1 x 12 x 23 10_ Xj 21 Day of Month X 10 X 21 4 X 15 X 26 x 6 X 17 X 28 x 7 X 18 X 29 x 2 X 13 X 24 x 8 X 19 x 30 x 5 X 16 X 27 x 3 X 14 X 25 x 1 X 12 X 23 x 9 x 20 X 31 X 11 1 X 22 X Schedule Number - 7 Day Plan Number: 7 Oct NovDecMonth Jan Feb Mar Apr May Jun Jul Aug Sep X X X Day of Week Sun Mon Tue Wed Thur Fri Sat X Day of Month X Schedule Number - 8 Day Plan Number: 1 Month Feb Jul Aug Sep OctJan Mar Apr May Jun Nov Dec X Day of Week Sun Mon Tue Wed Thur Sat X X X X Day of Month 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Schedule Number - 10 Day Plan Number: 10 Month Jan Mar Apr May Jun Jul Aug Sep Oct Nov Dec 22 x 27 x 11 X 22 x 2 X 13 X 24 x 3 X 14 X 25 x 28 x 20 X 31 x 4 X 15 X 26 x 26 x 7 X 18 X 29 x 25 x Fri x 6 X 17 X 28 x 29 x 30 x 23 x 5 X 16 X 27 x 9 X 20 X 31 x 24 x 8 X 19 X 30 x Feb x 21_ x 1 X 12 X 23 x 10_ X 21“ Day of Week Sun Wed Thur FriMon Tue Day of Month 1 2 3 4 5 6 7 8 9 11 12 13 14 15 16 17 18 19 20 22 23 24 25 26 27 28 29 30 31 10 X 21 Sat x Central Sys (Ethernet to Locals) - Cook & Gerald Ford Detectors Detectors Page 1 Vehicle Detectors Setup (MM)6-1 TypeCalledDetector NumberVehicle Plan Vehicle Detector Setup (MM)6-2 continued TS2 Detector Detector DescriptionType Yes1 Yes2 Yes3 Yes4 Yes5 Yes6 Yes7 Yes8 Yes9 Yes10 Yes11 Yes12 Yes13 Yes14 Yes15 Yes16 Yes17 Detector Number S- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD 18 Yes 19 Yes 20 Yes 21 Yes 22 Yes 23 Yes 24 Yes 25 Yes 26 Yes 27 Yes 28 Yes 29 Yes 30 Yes 31 Yes 32 Yes 33 Yes 34 Yes 35 Yes 36 Yes 37 Yes 38 Yes 39 Yes 40 Yes 41 Yes S- STANDARD s- STANDARD S- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD S- STANDARD s- STANDARD S- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD 42 Yes 43 Yes 44 Yes 45 Yes 46 Yes 47 Yes 48 Yes 49 Yes 50 Yes 51 Yes 52 Yes 53 Yes 54 Yes 55 Yes 56 Yes 57 Yes 58 Yes 59 Yes 60 Yes 61 Yes 62 Yes 63 Yes 64 Yes Vehicle Detector Setup (MM)6-2 continued S- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD Extend Queue Use CrossECPI Call Delay Ext Time / Lim / Lock NTCIP NTCIP Log Option Time Option Passage Discon.Vol.Occ.In Det Num None None None None None None None None None None None Nonc None None None None None None None None None None None None None None None None None None None None None None None None None None None None None No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No Added Switch Initial Phase 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pmt Queue Delay No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 5.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage Time 0.0 0.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 Veh Det Phase Plan Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 I I 2 2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 11 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 I 2 3 4 1 2 3 4 1 2 3 4 I 2 3 4 1 2 3 4 I 2 3 4 1 1 1 1 1 2 2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 7 8 8 8 8 1 2 2 2 2 2 2 2 3 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0.0 Passage 0.0 Passage 0.0 Passage 12.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 10.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes None None None None None None None None None None None None None None None None None None None None None None None Red None None None None None None None Red None None None None None None None None None None None None 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 11 11 11 12 12 12 12 13 13 13 13 14 14 14 14 15 15 15 15 16 16 16 16 17 17 17 17 18 18 18 18 19 19 19 19 20 20 20 20 21 21 21 21 22 4 4 4 4 4 4 4 5 6 6 6 6 6 6 6 7 8 8 8 8 8 8 8 1 1 1 1 2 2 2 2 3 3 3 3 6 4 4 4 5 5 5 5 6 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 I 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 10 . 0 P a s s a g e 10 . 0 P a s s a g e 0. 0 0. 0 0. 0 0. 0 No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No n e No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 00000000000000000000000000000000000000000000 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s 6 6 6 7 7 7 7 8 8 8 8 0 22 22 22 23 23 23 23 24 24 24 24 25 25 25 25 26 26 26 26 27 27 27 27 28 28 28 28 29 29 29 29 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0. 0 P a s s a g e No N o n e 0. 0 0. 0 P a s s a g e 00 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e N o N o n e 00 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 No n e No n e No n e No n e N o No n e N o No n e N o No n e N o No n c N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o 0. 0 0. 0 No No No 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o No n e N o 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 0. 0 P a s s a g e 0 . 0 00000000000000000000000000000000000000000000 0000000000000 00 00000000000000000000000 0000 00 0. 0 P a s s a g e 0. 0 P a s s a g e Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s Ye s 33 33 33 34 34 34 34 35 35 35 35 36 36 36 36 37 37 37 37 38 38 38 38 39 39 39 39 40 40 40 40 41 41 41 41 42 42 42 42 43 43 43 43 44 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 I 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 I 2 3 4 1 2 3 4 1 No N o N o No n e 0 No 0 0. 0 0 . 0 Ye s N o 0 I 55 No No N o No n e 0 No 0 0. 0 0 . 0 Ye s N o 0 4 54 No No N o No n e 0 No 0 0. 0 0 . 0 Ye s No 0 3 54 No No No No n e 0 No 0 0. 0 0 . 0 Ye s N o 0 2 54 No N o N o No n e 0 No 0 0. 0 0 . 0 Ye s No 0 1 54 No N o N o No n c 0 No 0 0. 0 0 . 0 Ye s No 0 4 5 3 No N o N o No n e 0 No 0 0. 0 0 . 0 Ye s N o 0 3 53 No N o N o No n e 0 No 0 00 0. 0 Ye s No 0 2 5 3 No No n e No 0. 0 Ye s N o 53 No No 0 0 00 0 I No No No n e No Ye s No No 0 0 00 O0 0 4 52 No N o N o No n e No 00 Ye s No 3 52 0 0 0. 0 0 No No No No n e 0 No 0 00 0. 0 Ye s N o 2 5 2 0 No N o N o No n e 0 No 0 0. 0 00 Ye s No 0 1 52 No N o N o N o n e 0 No 0 00 0. 0 Ye s N o 0 4 5 1 No No No No n e 0 No 0 00 0. 0 Ye s N o 0 3 5 1 No No N o No n e 0 No 0 0. 0 0. 0 Ye s N o 0 2 51 No N o No No n e 0 No 0 0. 0 00 Ye s No 0 I 5 1 No No No N o n e 0 No 0 00 0. 0 Ye s No 0 4 50 No N o N o N o n e 0 No 0 0. 0 0 . 0 Ye s No 0 3 50 No No No No n e 0 No 0 0. 0 0 . 0 Ye s N o 0 2 50 No No N o No n e 0 No 0 0. 0 0 . 0 Ye s No 0 1 50 No No No No n e 0 No 0 0. 0 00 Ye s N o 0 4 49 No No No No n e 0 No 0 00 0. 0 Ye s N o 0 3 49 No No No N o n e 0 No 0 0. 0 0 . 0 Ye s N o 0 2 49 Ye s No N o N o No n e 0 No 0 0. 0 0 . 0 N o 0 1 49 No N o No n e No Ye s No N o 0 0 00 0. 0 0 4 48 No N o N o No n e No 00 0’ 0 Ye s 3 48 0 0 No 0 No No No No n e 0 No 00 0. 0 Ye s No 0 2 0 48 No No No No n e 0 No 0 00 0. 0 Ye s No 0 1 48 No No No N o n e 0 No 0 0. 0 0 . 0 Ye s N o 0 47 4 No N o N o No n e 0 No 0 00 0. 0 Ye s No 0 3 47 No N o N o N o n e 0 No 0 0. 0 0 . 0 Ye s No 0 2 47 No N o N o N o n e 0 No 0 0. 0 0 . 0 Ye s No 0 1 47 No N o N o N o n e 0 No 0 00 0. 0 Ye s N o 0 4 46 No No N o No n e 0 No 0 0. 0 0 . 0 Ye s No 0 3 46 No N o N o No n e 0 No 0 0. 0 0 . 0 Ye s N o 0 2 46 No N o N o No n e 0 No 0 0. 0 0 . 0 Ye s No 0 1 46 No No No No n e 0 No 0 0. 0 0 . 0 Ye s N o 0 4 45 No No No N o n e 0 No 0 00 0. 0 Ye s No 0 3 45 No N o N o No n c 0 No 0 0. 0 0 . 0 Ye s No 0 2 45 No No No No n e 0 No 0 0. 0 0 . 0 Ye s No 0 1 45 No N o No Ye s No No n e 0 0 00 00 No 0 4 44 No N o 0 No 00 Ye s No No No n e 0 0. 0 0 3 44 No N o N o No n e 0 No 00 0. 0 Ye s No 0 0 2 44 Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Pa s s a g e Ped Detector Options (MM)6-3 Phase Ped Detector (NTCIP) None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 55 55 55 56 56 56 56 57 57 57 57 58 58 58 58 59 59 59 59 60 60 60 60 61 61 61 61 62 62 62 62 63 63 63 63 64 64 64 64 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 I 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 I 2 3 4 Central Sys (Ethernet to Locals) - Cook & Gerald Ford Detectors Detectors Page 2 Log - Speed Detector Setup (MM )6-4 ECPI Log Period: Length Unit: TBAP Inch Vehicle Detector Diagnostics (MM)6-5 Plan Detector Counts Act Pres Multiplier Speed Detector One/Two Detector NTCIP Log Period: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Failed Time 255 255 255 255 255 255 255 255 255 255 Enable Log No No No No No No No No No No No No No No No No Trap Length 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Failed Call Delay 0 0 0 0 0 0 0 0 0 0 Vehicle Length 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Local Detector 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 I 1 1 ! 1 1 I 1 1 1 1 1 1 1 1 1 I I 1 1 1 I 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 I 11 0 0 0 1 255 0 I 12 0 0 0 1 255 0 1 13 0 0 0 1 255 0 14 010 0 1 255 0 1 15 0 0 0 1 255 0 16 0 0 0 1 255 01 1 17 0 0 0 1 255 0 1 18 0 0 0 1 255 0 19 0 0 0 1 255 01 I 20 0 0 0 1 255 0 I 21 0 0 0 1 255 0 1 22 0 0 0 1 255 0 1 23 0 0 0 1 255 0 1 24 0 0 0 1 255 0 1 25 0 0 0 1 255 0 1 26 0 0 0 1 255 0 1 27 0 0 0 1 255 0 1 28 0 0 0 1 255 0 1 29 0 0 0 1 255 0 1 30 0 0 0 1 255 0 31 0 1 255I 0 0 0 1 32 0 0 25501 0 33 0 255 010 0 1 1 34 0 0 0 1 255 0 35 0 0 0 1 255 01 I 36 0 0 0 1 255 0 1 37 0 0 0 1 255 <) 1 38 0 0 0 1 255 0 1 39 0 0 0 1 255 0 1 40 0 0 0 1 255 0 1 41 0 0 0 1 255 0 1 42 0 0 0 1 255 0 1 43 0 0 0 1 255 0 441 0 0 0 1 255 0 1 45 0 0 0 1 255 0 1I4600 0 255 0 1 47 0 0 0 1 255 0 0 0148 0 0 1 255 49 0 010 1 255 O 50 0 0 0 1 255 01 51 0 0 0 1 255 01 I 52 0 0 0 1 255 0 I 53 0 0 0 1 255 0 1 54 0 0 0 1 255 0 I 55 0 0 0 1 255 0 1 56 0 0 0 1 255 0 1 57 0 0 0 1 255 0 58 010 0 1 255 0 1 59 0 0 0 1 255 0 60 0 0 0 1 255 01 61 0 0 0 1 255 01 1 62 0 0 0 1 255 0 63 0 0 0 1 255 01 I 64 0 0 0 1 255 0 2 1 0 0 0 1 255 0 2 2 0 0 0 1 255 0 2 3 0 0 0 1 255 0 2 4 0 0 0 1 255 0 2 5 0 0 0 1 255 0 2 6 0 0 0 1 255 0 2 7 0 0 0 1 255 0 2 8 0 0 0 1 255 0 2 9 0 0 0 1 255 0 2 10 0 0 0 1 255 0 1 2552 11 0 0 0 0 2 12 0 0 255 001 2 13 0 255 00 0 1 2 14 0 0 0 1 255 0 2 15 0 0 0 1 255 0 2 16 0 0 0 1 255 0 2 17 0 0 0 1 255 0 2 18 0 0 0 1 255 0 2 19 0 0 0 1 255 0 2 20 0 0 0 1 255 0 2 21 0 0 0 1 255 0 2 22 0 0 0 1 255 0 2 23 0 0 0 1 255 0 2 24 0 0 0 1 255 0 2 25 0 0 0 1 255 0 12 26 0 0 0 255 0 2 27 0 0 0 1 255 0 2 28 0 00 0 1 255 29 0 02 0 1 255 O 2 30 0 0 0 1 255 0 2 31 0 0 0 1 255 0 2 32 0 0 0 1 255 0 2 33 0 0 0 1 255 0 2 34 0 0 0 1 255 0 2 35 0 0 0 1 255 0 2 36 0 0 0 1 255 0 2 0 0 0 1 255 0 020 0 1 255 0 2 39 0 0 0 1 255 0 2 40 0 0 0 1 255 0 2 0 0 0 255 0411 2 42 0 0 0 1 255 0 2 43 0 0 0 255 01 2 44 0 0 0 1 255 0 2 45 0 0 0 1 255 0 2 46 0 0 0 1 255 0 2 47 0 0 0 1 255 0 2 48 0 0 0 1 255 0 2 49 0 0 0 1 255 0 2 50 0 0 0 1 255 0 2 51 0 0 0 1 255 0 2 52 0 0 0 1 255 0 2 53 0 0 0 1 255 0 2 54 0 0 0 1 255 0 55 2552 0 0 0 1 0 2 56 0 0 0 2551 0 2 0 255 057 0 0 1 2 58 0 0 0 255 01 2 59 0 0 0 255 01 2 60 0 0 0 1 255 0 2 61 0 0 0 1 255 0 2 62 0 0 0 1 255 0 2 63 0 0 0 1 255 0 2 64 0 0 0 1 255 0 3 1 0 0 0 1 255 0 3 2 0 0 0 1 255 0 3 3 0 0 0 1 255 0 3 4 0 0 0 1 255 0 3 5 0 0 0 1 255 0 3 6 0 0 0 1 255 0 3 7 0 0 0 1 255 0 3 8 0 00 0 1 255 3 9 0 0 0 1 255 O 3 10 0 0 0 1 255 0 3 11 0 0 0 255 01 3 12 0 0 0 1 255 0 3 13 0 0 0 1 255 0 3 14 0 0 0 1 255 0 37 38 3 15 0 0 0 1 255 0 3 16 0 0 0 1 255 0 3 17 0 0 0 1 255 0 0318 0 0 1 255 0 3 19 0 0 0 1 255 0 3 20 0 0 0 1 255 0 3 21 0 0 0 1 255 0 3 22 0 0 0 1 255 0 3 23 0 0 0 1 255 0 3 24 0 0 0 1 255 0 3 25 0 0 0 1 255 0 3 26 0 0 0 1 255 0 3 27 0 0 0 1 255 0 3 28 0 0 0 1 255 0 3 29 0 0 0 1 255 0 3 30 0 0 0 1 255 0 3 31 0 0 0 1 255 0 3 32 0 0 0 1 255 0 3 33 0 0 0 1 255 0 3 34 0 0 0 1 255 0 3 35 1 2550 0 0 0 3 36 0 0 0 2551 0 3 37 0 255 00 0 1 3 38 0 0 0 1 255 0 3 39 0 0 0 1 255 0 3 40 0 0 0 1 255 0 3 41 0 0 0 1 255 0 3 42 0 0 0 1 255 0 3 43 0 0 0 1 255 0 3 44 0 0 0 1 255 0 3 45 0 0 0 1 255 0 3 46 0 0 0 1 255 0 3 47 0 0 0 1 255 0 3 48 0 0 0 1 255 0 3 49 0 0 0 1 255 0 1350000 255 0 3 51 0 0 0 1 255 0 3 52 0 00 0 1 255 3 53 0 0 0 1 255 O 3 54 0 0 0 1 255 0 3 55 0 0 0 1 255 0 3 56 0 0 0 1 255 0 3 57 0 0 0 1 255 0 3 58 0 0 0 1 255 0 3 59 0 0 0 1 255 0 3 60 0 0 0 1 255 0 3 61 0 0 0 1 255 0 62 030 0 1 255 0 3 63 0 0 0 1 255 0 3 64 0 0 0 1 255 0 4 0 0 0 255 01 1 4 2 0 0 0 1 255 0 4 3 0 0 0 255 01 4 4 0 0 0 1 255 0 4 5 0 0 0 1 255 0 4 6 0 0 0 1 255 0 4 7 0 0 0 1 255 0 4 8 0 0 0 1 255 0 4 9 0 0 0 1 255 0 4 10 0 0 0 1 255 0 4 11 0 0 0 1 255 0 4 12 0 0 0 1 255 0 4 13 0 0 0 1 255 0 4 14 0 0 0 1 255 0 4 2551500 0 1 0 4 16 0 0 255 001 4 17 0 255 00 0 1 4 18 0 0 0 255 01 4 19 0 0 0 255 01 4 20 0 0 0 1 255 0 4 21 0 0 0 1 255 0 4 22 0 0 0 1 255 0 4 23 0 0 0 1 255 0 4 24 0 0 0 1 255 0 4 25 0 0 0 1 255 0 4 26 0 0 0 1 255 0 4 27 0 0 0 1 255 0 4 28 0 0 0 1 255 0 4 29 0 0 0 1 255 0 4 030 0 0 1 255 0 4 31 0 0 0 1 255 0 4 32 0 00 0 1 255 4 33 0 0 0 1 255 O 4 34 0 0 0 1 255 0 4 35 0 0 0 255 01 4 36 0 0 0 1 255 0 4 37 0 0 0 1 255 0 4 38 0 0 0 1 255 0 Pedestrian Detector Diagnotics (MM)6-6 Plan Detector Counts Act Pres Multiplier 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 Country Club EOM - Portola SOCC - Portola & Country Club3 Configuration Phase Sequence Controller Sequence (MM)1-1-1 Hardware Alternate Sequence Enable: No (Note: Sequences identical to the prior one are not printed) 02 03 04 05 10 1506 09 11 12 13 14 16 B B 10 | 13 14 | 12 | 15 16 | 9 14 13 | 12 15 16 | 10 | 13 14 | 11 15 16 9 13 14 | 11 15 16 9 10 | 14 13 | 12 11 115 16| 10 9 | 14 13 | 12 11 115 16 | 9 | 13 14 | 12 16 15. 10 14 13 | 12 16 15 | 4 8 10 | 14 13 | 12 115 16 10 | 13 14 | 12 116 15 4 7 2 6 9 11 1 1 3 6 | 7 2 | 4 5 | 7 10 12 9 11 2 | 4 6 | 8 4 8 9 11 10 11 9 | 13 14 | 12 115 16 | 2 | 3 6 | 7 1 | 4 6 | 7 2 | 3 6 | 8 3 8 3 8 10 11 9 12 10 11 2 | 3 5 1 7 1 1 4 5 | 7 3 8 3 7 4 8 9 11 2 5 2 | 4 6 | 7 » 1 3 6 | 8 4 8 1 1 1 5 1 1 3 5 | 7 3 8 2 6 Sequence 1 Ring 1 Ring 2 Sequence 2 Ring 1 Ring 2 Sequence 3 Ring 1 Ring 2 Sequence 4 Ring 1 Ring 2 Sequence 5 Ring 1 Ring 2 Sequence 6 Ring 1 Ring 2 Sequence 7 Ring 1 Ring 2 Sequence 8 Ring 1 Ring 2 Sequence 9 Ring 1 Ring 2 Sequence 10 Ring 1 Ring 2 Sequence 11 Ring 1 Ring 2 I । 1 5 I 2 1 5 2 5 07 B 08 B Phase Ring Sequence 01 B 1 6 4 7 1 5 1 5 1 6 Phases In Use / Exclusive PED (MM)1-2 9 10 11 12 13 14 15 16 Phase Compatibility (MM)1-1-2 Phase and Overlap Descriptions 143 6 7 9 10 II 12 13 15 16 EB SBLTNBLT GCF I J L K L M N O No No 0000 No 9 | 14 11 | 16 9 | 14 12 | 16 9 12 9 | 13 11 | 16 13 | 15 | 2 | 4 5 | 8 10 13 11 16 9 12 10 | 14 11 | 16 13 | 15 | 3 7 4 7 14 | 15 | 13 | 15 | 2 | 3 5 | 8 3 | 10 7 | 12 1 2 1 6 10 11 10 12 1 | 4 6 | 8 1 । 1 6 1 2 1 6 1 | 3 5 1 8 4 7 1 1 4 5 | 8 14 | 15 | Phase n/a 1 2 I 5 7 x 8 NB H 2. X 8 x 4 SB D Sequence 12 Ring 1 Ring 2 Sequence 13 Ring 1 Ring 2 Sequence 14 Ring 1 Ring 2 Sequence 15 Ring 1 Ring 2 Sequence 16 Ring 1 Ring 2 I । I 6 2 WB B Administration (MM)1-7-1 Enable CU/Cabinet Interlock CRC Request Download Controller Data Controller Database CRC Enable Automatic Backup to Datakey Phase Description Overlap Description Phase Phases in Use Exclusive PED 5 WBLT E 5x 6 X 4x3 X 1 EBLT A 3 7 1 X Compatible Phase Barrier Mode Backup Prevent (MM) 1-1-3 6Phases1 2 3 4 7 8 9 10 11 12 13 14 15 16 Simultaneous Gap (MM)1-1-4 5 6Phases12 3 4 7 8 9 10 11 12 13 14 15 16 Load Switch Assignments (MMU Channel) (MM)1-3 Dimming Power Up Auto Flash Together Timing / Backup Phase/ Type Overlap Phase Must Gap With Phase 5 “I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Disable 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Country Club EOM - Portola SOCC - Portola & Country Club Configuration Port I (SDLC) SDLC Options (MM)1-4-1 2 3 81 4 5 6 7 X X X X Enable SDLC Stop Time: Yes Enable 3 Critical RFE’s Lockup: Yes 15 Secondary To Secondary Addressing (MM)1-4-4 ID 1 2 3 4 5 6 7 8 MMU Term and Facility Enable 1 2 3 4 5 7 8 Diag6 Diagonstics (Test Fixture) Enable: No Enable TS2/MMU Type Cabinet: No Enable MMU Extended Status: Yes Color Check Enable (MM)1-4-3 Enable Color Check: Yes 8 x x x MMU Program (MM)1-4-2 Channel Can Serve with Channel Channel 1 Channel 2 4 x x x X x x 13 x x x 10 x x x 12 x x x 9 x x x 11 x x x 6 x x x 3 x x x 5 x x x 14 x x x 16 x x x MMU Channel Green Yellow Red 2 x x X BIU________ Term and Facility Enable Detector Rack Enable ID Detector Rack Enable 1 x x X 7 x x x Country Club EOM - Portola SOCC - Portola & Country Club Configuration Communications Ethernet Port Configuration (MM)1-5-1 NTCIP Parameters (MM)1-5-5 Default Gateway IP: 10.70.10.1 Ethernet Priority: 2 Server IP: 10.70.10.1 Port 2 Priority:4 Port Configuration (MM)1-5-2 to 1-5-4 0 0 0 No No No Controller IP: Subnet Mask: Port 3A Priority: 1 Port 3B Priority: 3 10.70.10.51 255.255.255.0 0 501 0 0 0.0 Full No Backup Time: UDP Port: 0.0 0.0 10 No FSK 0 0 0 0 0 0 0 19 0 0.0 Full No 19 0 0.1 Full No 3A(C21S) 3B(C22S) Terminal ECPIP Yes 9600 80 1 None 2 (C50S) Terminal No 9600 8N I None No 9600 80 I None 0.2 0.0 10 Yes RS232 0 0 0 0 0 0 0 Port Protocol Enable Data Rate Data Parity Stop Modem Setup String User String Comm Port Address System Detector 9-1 Telemetry Response Delay Duplex Half/Full Flow Control AB3418 NTCIP Group Address AB3418 NTCIP Single Flag Enable RTS to CTS Delay RTS Turn Off Delay Droupout Time Early RTS Telemetry Mode Rail Road Rail Road Line ATCS Group Wayside Device ATCS Device Wayside SubNode ATCS SubNode 0.0 0.0 10 No FSK 0 0 0 0 0 0 0 Country Club EOM - Portola SOCC - Portola & Country Club Configuration Logging/Display Event Logging (MM)1-6-1 Critical RFE’s Yes Yes Yes Yes No Detector Errors Yes 2 3 4 5 7 8 9 10 12 13 14 151 6 11 16 XLogging Display Options (MM)1-7-2 Basic Basic No Yes No Yes Yes No Yes Yes Yes Yes Yes Yes Auto Alarm Log Enable MMU Flash Faults Non-Critical RFE’s (Det/Test) Coordination Errors Preempt Power On/Off Access Online/Offline Key Click Enable: Backlight Enable: LED Mode: Main Status Display Mode: Screen Format: Trans Mode Pop-up Disable: 3 Critical RFE’s in 24 Hours Local Flash Faults Sign On (MM)8-5 Sign On Message Line 1: Solutions that Move the World Sign On Message Line 2: Controller Download TSP Low Battery Data Change Plan I 1Phase 3 4 5 6 9 10 11 12 13 14 15 16 SB WBLTEB 12 12 10 12 5 5 0 0 ) 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ) 0 0 0 0 0 0 0 0 0 0 0 0 7 0 7 0 7 0 00 00 0 0 0 0 23 0 16 00 00000000 0 0 0 0 0 0 0 00 00 0 10 010 Vehicle Ext 1.0 2.0 1.0 2.0 5.02.0 1.0 1.0 5.0 5.0 5.0 0.00.00.0 0.0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30 35 35 35 25 40 40 40 40 ___ — 0 00 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.00.04.0 4.7 4.0 3.0 3.0 3.0Yellow 1.0 1.0 1.0 1.01.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 2.0 2.0 0 0 0 0 000 0.0 0.00.0 0.0 0.0 0.0 0 0 0 0 0Max Int 0 00 0 0 0 00 0 0 0 00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DYMMax 0 DYMStp0.0 Direction EBLT Min Green 10 15 15 30 25 30 15 30 20 25 15 0 0 o 0 0.0 0.0 0.0 2.0 2.0 2.0 TimeB4 0 Cars Wt 0 STPTDuc 0.0 0 0Walk Max 0Ped Clear 0 Ped Clear 2 0 0.0 0.0 00 15 15 0 2.0 0 0 0 0 0 0 0 0 0 0 0 5.0 12 0 0_0 0 0 23 0 0 0 0 0 0 0 0 0 0 0 Red Clear 1.0 Red Max 0.0 Red Revert 2.0 ACTB40 SEC/ACT0.0 30 30 0 0 5.0 0 0 0 0 0 0 5.0 NBLT 10 8 NB 16 0 0 0 0 0 0 Country Club EOM - Portola SOCC - Portola & Country Club3 Controller Timing Plan (MM)2-1 0 5.0 0.0 0 0 0 0.0 0 16 0 0 0 16 00 0 0 Ped Clear Max Ped CO 0.0 3.0 0.0 0.0 2.0 2.0 35 40 0 0 0.0 3.0 1.0 0.0 2.0 0 0.0 2.0 2.0 00 BK Min Green CSMin Green Delay Green Walk Walk 2 35 40 0 0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0 0 0 25 0 0 0 0_0 0.0 0.0 4.7 4.0 1.0 1.0 0 0 0 o 2 WB 5 0 5.0 4.0 1.0 1.0 5 0 5 0 0.0 0.0 2.0 2.0 0 0 0.0 0.0 0 0 5 0 0 0_ 0.0 0.0 o 0_ 0.0 5 0 5.0 1.0 0 0 0.0 0.0 Vehicle Ext 2 Max 1 Max 2 Max 3 5 0 0.00.0 3.0 3.0 0.00.0 2.0 2.0 00 0.0 0.0 0 0 0 0 0 0 0.0 0.0 35 35 40 40 6 0 0 0 7 SBLT 10 0 0 35 7 0 0 27 Time To 00 0 0 0 0 0 0 0 0 0 0 0Reduce Min Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 1 4 14Phase 2 3 5 13 15 166 WB NBLTSB WBLTEB SBLTNB 55 515 *555 5 5 5 5 5 5 5 5 0 0 0 () 0 0 0 0 0 0 0 f 0 0 0 0 0 0 000 0 1 10 0 0 00 0 0 10 0 10 0 000 00 0 00 16 0 160 16 0 0 000 0 * 0 0 0 0 °0 0 Ped CO 0 0 0 )0 0 0 00000 0 0 0 Vehicle Ext 5.0 ---------- -----------------1 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.05.0 5.0 5.05.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .0 0.0 .0 0.0 0.0 ____ 1_____ 35 35 35 353535 35 3535 40 40 40 40 4040 40 00 DYM Max 0 000 DYM Stp 0.0 0.0 0.0 0.0 3.0 3.0 3.0Yellow3.0 3.0 Red Clear 1.0 1.0 1.01.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0Red Max 0.0 Red Revert 2.0 2.0 2.02.0 2.0 0 0 0 0 00ACT B4 0 0 It 0 0 0 SEC/ACT 0.0 0.0 0.0 0.0 0.0 |0.0 0Max Int Time B4 0 0 0 0 00 000 0Cars Wt 0 0.0 0.0 000 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0 2.0 2.0 Direction EBLT Min Green 5 Ped Clear Max 0 0.0 0 00 0 16 11° 0 0 0 0 0 0.0 0.0 00 40 40 0 0 0__0 0.0 0.0 0 00 0 00 0.0 0.0 00 0 0 0 0 0 0 0 0 0 0 2.0 2.0 000.0 0.0 00 0 0 0 0 0.0 10 0 0 16 0 10 0 0 16 0 0 5.0 BK Min Green CSMin Green Delay Green Walk Walk 2 35 40 0 0 0.0 3.0 1.0 10 0 0 16 0 0.0 0.0 2.0 2.0 00 0.0 0.0 J ■■ - ■ 0 0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0 0 0.0 0.0 00 0.0 0.0 35 35 0 0_ 0.0 0.0 35 35 40 40 00 35 40 0 0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0STPTDuc 0.0 Time To g Reduce Min Gap 0.0 Vehicle Ext 2 Max1 Max 2 Max 3 00 0 0 0.0 0.0 3.0 3.03.0 3.0 1.0 1.0 0 0 0 10 00 00 0 0 0 o 0 0 Plan 2 7 00 000.0 0.0 3.0 3.0 1.0 1.0 0.0 0.0 2.0 2.0 40 40 0 0 0 0 0.0 0.0 3.0 3.0 1.0 1.0 3540 o °2 0 10 0 (0 10 0 0 0 0 0 16 0 0 0 nt 0 0 । 0.0 0.0 0 00_ 0.0 0.0 0 Walk Max 0 Ped Clear 0 Ped Clear 2 0 10 0 । 0.0 0.0 lo 89101112 Plan 3 3 78910 13 14Phase 1 5 6 11 12 15 16 EBLTWB NBLT SB WBLT EB SBLTNB [Direction 7 55 55 ■5 5Min Green 5 5 5 5 5 5 5 5 5 000 ■ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 □EE ■ 0 0 0 0 0 0000 10 0 0 10 0 10 0 10Walk010010 0 0 10Walk 2 0 0 0 0 0 00Walk Max 0 0 0 0 0 0 16 0Ped Clear 0 16 0 16 0 16 0 00Ped Clear 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0Ped CO 0 0 0 0 0 0 0 0 0 0 5.0 5.05.0 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Ext 5.0 5.0 5.0 5.0 5.0 5.0 5.0 0.0 0.0 0.0 0.0 0 0.0 .0 0.0 0.0 0.0 0.0 .0 0.0 .0 0.0 0.0 35Max l 35 35 35 35 35 35 35 Max 2 40 40 40 40 40 40 40 0 0Max 3 0 0 0 0 0 0 0 0 0 0DYM Max 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 3.0 3.0 3.03.0 3.0 .0 3.0 3.0 3.0 3.0 3.0 3.0 Red Clear 1.0 1.0 1.0 1.01.0 1.0 1.0 1.0 1.0 1.0 Red Max 0.0 0.0 0.0 0.0 0.0 0.0 Red Revert 2.0 2.0 2.0 2.0 2.0 2.0 0ACT B4 0 0 0 0 0 0 0 0 0.00.0SEC/ACT 0.0 0.0 0.0 0.0 0.0 0 0 0Max Int 0 0 0 0 0 0 0 0 0Time B4 0 0 0 0 0 0 00Cars Wt 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0STPT Duc 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Min Gap 0.0 0.0 0.0 0.0 0.0 0.0 Plan 4 Phase 1 2 3 4 5 6 7 8 9 10 I I 12 13 14 15 16 CS Min Green Delay Green ..----- ---I ime 1o Reduce 00 0.0 0.0 35 35 40 140 00 0 0 35 35 40 [40 0 0 BK Min Green 100 0 0 0 0 16 0 0 0 0 16 00 0 0 0 0 0 16 0 0 10 0 0 0 0 0 160 3535 40 40 0 0 DYM Stp Yellow Ped Clear Max 40 0 0 3.0 3.0 1.0 1.0 00 00 0.0 0.0 2.0 2.0 0 0.0 Vehicle Ext 2 1.0 1.0 0.0 0.0 2.0 2.0 0 0 0.0 0.0 0 0 0 0 o.! 0.0 0.0 0 0 0 0 0 0 35 35 40 40 0 0 0 0 0.0 0.0 3.0 3.0 1.0 1.0 0.0 0.0 2.0 2.0 0 0 0.0 0.0 0 0 0 0 0.0 0.0 0.0 0.0 0.00.0 2.0 2.0 2.0 2.0 00 0 0 0.0 0.0 Direction EBLTWBNBLT SB WBLT EB i 5 5 5 5 5 5 5 5 5 5 5 5 5 5 0 0 ) 0 0 0 0 0 0 0 0 0 0 0 0 J 0 0 ) 0 0 0 » 0 0 0 0 0 0 0 0 U ■■ )0 0 0 °0 0 0 Lt 0 0 0 0 0 10 0 10 010 10 0100 0 00 0 00 0 0 |00 — 16 0 160 0 1616 0 0 00000 ------------------------------------ 0 00 7 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 5.0 5.05.0 5.0 5.0 5.0 5.0 0.0 0.0 O 0.0 .0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 35 3535J 40 40 [40 0 0 0 00 000 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 3.0 3.0 3.0 3.0 1.0 1.0 1.01.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0 2.0 2.0 2.0 0 io 00 00000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0 0 0000 0 0 0 0 00 0 0 0 0 0 0 |[o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 000)0 0 0 0 °0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 00 0 000 0 000 Walk Max 0 Ped Clear o 35 35 40 40 0 0 3.0 3.0 1.0 1.0 0 0 016 0.0 0.0 0.0 0 0 ]o 00 5.0 5.0 0 0 0 0 0 0 0 0 0 2.0 0 35 40 0 5.0 0 5.0 0 5.0 1 0.0_ 3.0 1.0 0 0.0 10 0 0 16 0 35 35 40 40 0 0.0 0.0 0.0 0.0 2.0 2.0 2.0 2.0 0 0.0 0 0.0 3.0 1.0 00 00 35 40 0 Ped Clear 2 Ped Clear 0.0 2.0 0 0.0 0 0 0 35 35 40 40 0_0 00 Min Green BK Min Green CS Min Green Delay Green Walk Walk 2 ACT B4 SEC/ACT Max Int Time B4 Cars Wt STPTDuc Time To Reduce Min Gap 35 40 35 40 0 0 0.0 3.0 1.0 35 35 40 40 0 0 5.0 5.0 0.0 0.0 3.0 3.0 2.0 2.0 00 35 40 0.0 0.0 3.0 3.0 1.0 1.0 0.0 0.0 2.0 2.0 0 0 NB 5 ------— 10 0 00 00 Max Ped CO Vehicle Ext Vehicle Ext 2 Max 1 Max 2 Max 3DYMMax DYMStp Yellow Red Clear Red Max Red Revert 100 00 00 3.0 3.0 3.0 1.0 1.01.0 0 0 0 0 0 16 0 0□E 0 0 5.0 5.0 0 0 0 0 SBLT 5 0 0_ 0.0 0.0 0 0.0 0.0 0 0 0.0 0.0 2.0 2.0 000 0 0 0 0 0 E 160 0 0 Country Club EOM - Portola SOCC - Portola & Country Club3 Controller Overlaps Vehicle Overlaps (MM)2-2 Overlap Yellow Advance GreenTypeLag Green Red PedOverlap Phasc Included ModifierProtectProtect Overlap PPLT FYA Flash Arrow Flash ArrowOverlap FYA DelayOutput Channel Min Green Walk Red Clear Overlap Green No No No No No No No No No No No No Yes Yes Yes Yes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Special Function Disable 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase A01 B02 C03 D04 E05 F06 G07 H08 109 J10 Kll L12 M13 N14 015 P16 2 4 6 8 Protected Phase Lag 2 Phase No No No No 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Permissive Phase Phases Not A B C D LagX Phase No No No No Flash Green 0 0 0 0 FYA Clearance Yellow 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Guaranteed Minimum Time Data (MM) 2-4 Phase Time Data Ped Clear 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Country Club EOM - Portola SOCC - Portola & Country Club Controller Options Controller Options (MM)2-6-1 5 8Phase2 3 4 7 10 12 13169 11 14 15 16 X X Non Act 2 X X 1Ped Reservice Rest In Walk Ped Clear Red IGRN + Veh Ext Ped Clear Protect: Off Red Revert: 2.0 Act Pre-Time (MM)2-7 Pre-Time Mode Enable: No Phase 13 14 15----------------------- - -------I 2 3 4 5 6 7 8 9 10 11 12 16 Pre-Timed Phase Phase Recall Options (MM)2-8 Plan 1 14Phase12346 7 8 9 10 11 12 13 15 16 rLock Detector Vehicle Recall 7 J Conditional Reservice Dual Entry Conditional Service Guaranteed Passage Non Act 1 Flashing Green Phase MUTCD 3 Seconds Don’t Walk: No Flashing Walk Ped Clear Yellow Free Input Enables Pre-Timed: Yes 5 Country Club EOM - Portola SOCC - Portola & Country Club Manual Pattern Auto ECPI Coord Yes TBC STD Seconds Seconds Smooth Max Select MAXINH Dwell/Add Time 0 No Force Off Float Offset Reference Lead Use Ped Time Yes Ped Recall No Ped Reservice Yes No No Re-Sync Count 0 Multisync No Auto Perm Minimum Green (Seconds) (MM)3-4 2 34 5 l| 6 || 7 8Phase 9 10 11 12 13 14 15 161 0 00 0 0 0 0 00 0 0 0 0 0 0 0 Split Demand (MM)3-5 4Phase2 3 6 8 9 10 11 12 13 14 1615715 Demand 1 [Demand 2 2Demand1 Detector 0 0 0 0 0 0 Coordination Options Coordination Options (MM)3-1 Local Zero Override Minimum Green System Format Offsets In System Source Splits In Transition FO Added Initial Green Delay Coord Walk to LZ Call Time (Sec) Cycle Count Country Club EOM - Portola SOCC - Portola & Country Club Dwell Add Time 0 Timing Plan 0 Sequence 10No 1 None Split Preference Phases 15Phase2 3 4 5 6 7 8 9 10 11 12 13 14 161 NBEB SBLTEBLT WB NBLT SB WBLT 20 36 26 38 21 35 24 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 Preference 2 0 0 00 0 0 0 0 0 0 0 0 0 0 2 31 4 0 0 00 0 0 0 0 0 0 0 0 0 120s120s Os Os Split Pattern Data Phase 1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 Coordinated Phases X Vehicle Recalls Ped Recalls Max Recalls Phase Omit X X X X X X X X Coordination Pattern Data Pattern Data (MM)3-2 Action Plan Force Off Seconds Seconds No None 0-1 0 Splits in Offsets in TS2 (Pat-Off) Std (COS) Ring Disp. Split Sum 0 0 0 6 x Veh. Permissive 2 Disp. Crossing Arterial Pat Special Function Output Misc. Data Veh. Permissive 1 Split Demand Pat 1 Veh. Permissive 2 Split Demand Pat 2 Pattern - 1 Split Pattern Cycle Offset Value Actuated Coord Actuated Walk Rest Phase Reservice Max Select Ring_ Ring Split Ext 0 0 Description Splits (Split Pat 1) Preference 1 1 120 41s Yes 3 0-3 120 0 Dwell/Add Time 060s Timing Plan 0Yes No Sequence 4 Split Preference Phases 12 15Phase1 2 3 4 5 6 7 8 9 10 11 13 14 16 WB NBLT NBSBLTEBLTSBWBLT EB 1 024 36 20 40 24 36 20 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Preference 2 0 0 0 0 0 0 0 0 0 0 0 0 0L 1 2 3 4 0 0 00 0 0 0 0 00 0 0 0 Os Os120s 120s Split Pattern Data 5 6 134Phase2 3 7 8 9 10 11 12 14 15 161 XCoordinated Phases X Vehicle Recalls Ped Recalls Max Recalls Phase Omit X X X X X X X X 4 1-1 0 Dwell/Add Time 0 Timing Plan 0Yes No Sequence 10 No Action Plan 4 Action Plan Force Off Seconds Seconds120 40s Seconds Seconds No None Splits in Offsets in Splits in Offsets in TS2 (Pat-Off) Std (COS) TS2 (Pat-Off) Std (COS) Ring Disp. Split Sum 0 0 0 0 Veh. Permissive 2 Disp. Crossing Arterial Pat Veh. Permissive 2 Split Demand Pat 2 Pattern - 3 Split Pattern Cycle Offset Value Actuated Coord Actuated Walk Rest Phase Reservice Max Select Misc. Data Veh. Permissive 1 Split Demand Pat 1 0_ 0 1 J ■ Pattern - 4 Split Pattern Cycle Offset Valuc Actuated Coord Actuated Walk Rest Phase Reservice Ring Ring Split Ext Description Splits (Split Pat 3) Preference 1 3 None Special Function Output Force OffMax Select None Fixed Split Preference Phases 13Phase1234691011 12 14 165715 EB SBLTWB NBLTEBLT SB WBLT 24 36 22 38 25 35 20 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Preference 2 0 0 0 0 0 00 0 0 0 0 0 0 3112 4 0 0 00 0 0 0 0 0 0 0 0 120s Os Os Split Pattern Data 4Phase2 3 8 9 10 12 13 14 15 1615711 Coordinated Phases X Vehicle Recalls Ped Recalls Max Recalls Phase Omit X X X X X X X X Ring Disp. Split Sum Special Function Output 0 0 Veh. Permissive 2 Disp. Crossing Arterial Pat Veh. Permissive 2 Split Demand Pat 2 0 120s Misc. Data Veh. Permissive 1 Split Demand Pat 1 Ring Ring Split Ext 8 NBDescription Splits (Split Pat 4) Preference 1 0 0 0 0 0 6 x 5 1-2 0 Dwell/Add Time 0 Timing Plan 0Yes No Sequence 10 Split Preference Phases 12 15Phase1 2 3 4 5 6 7 8 9 10 11 13 14 16 WB NBLT NBSBLTEBLTSBWBLT EB 1 022 44 26 38 26 40 20 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Preference 2 0 0 0 0 0 0 0 0 0 0 0 0L 1 2 3 4 0 0 00 0 0 0 0 00 0 0 () 130s Os Os130s Split Pattern Data 5 6 134Phase2 3 7 8 9 10 11 12 14 15 161 XCoordinated Phases X Vehicle Recalls Ped Recalls Max Recalls Phase Omit X X X X X X X X 1-3 0 Dwell/Add Time 045s Timing PlanYes 1 No Sequence 4 No Action Plan 6 Action Plan Force Off Seconds Seconds No None Seconds Seconds Splits in Offsets in130 14s Splits in Offsets in TS2 (Pat-Off) Std (COS) TS2 (Pat-Off) Std (COS) 6 110 0 0 0 0 0 0 Ring Disp. Split Sum Veh. Permissive 2 Disp. Crossing Arterial Pat Veh. Permissive 2 Split Demand Pat 2 Pattern - 5 Split Pattern Cycle Offset Value Actuated Coord Actuated Walk Rest Phase Reservice Max Select Misc. Data Veh. Permissive 1 Split Demand Pat 1 0_ 0 1 J ■ Pattern - 6 Split Pattern Cycle Offset Valuc Actuated Coord Actuated Walk Rest Phase Reservice Ring Ring Split Ext Description Splits (Split Pat 5) Preference 1 5 None Special Function Output Force OffMax Select None None Split Preference Phases 13Phase1234691011 12 14 165715 EB SBLTWB NBLTEBLT SB WBLT 15 39 21 35 15 39 17 39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Preference 2 0 0 0 0 00 0 0 0 0 0 0 0 0 3112 4 0 0 00 0 0 0 0 0 0 0 0 110s Os Os Split Pattern Data 4Phase2 3 8 9 10 12 13 14 15 1615711 Coordinated Phases X Vehicle Recalls X X Ped Recalls Max Recalls Phase Omit X X X X X X X X Ring Disp. Split Sum Special Function Output 0 0 Veh. Permissive 2 Disp. Crossing Arterial Pal 0 110s Veh. Permissive 2 Split Demand Pat 2 Misc. Data Veh. Permissive 1 Split Demand Pat 1 Ring Ring Split Ext 8 NBDescription Splits (Split Pat 6) Preference 1 0 0 0 6 x Country Club EOM - Portola SOCC - Portola & Country Club Preemptor Preempt Plan (MM)4-1 Plan 3 7Phase3 4 5 6 8 9 10 12 13 14 15 161 A C D E F G H 1 J L M N O P X XX X X X X X X X X X X X X X X X Dwell Ped Exit Calls Special Funciton Enable Yes No Interlock Enable No Detector Lock Yes 2 Inhibit 0 Override Flash No 0 CLR > GRN No Terminate Phase NoNo No No Track Clear Rsrv No Dwell Flash Off Linked Pmt 0 Flash Exit Color Red CRD Exit Timing Plan 0 Reservice 0 Hard 1 2 3 4 No No No No Walk RedPed CIrMin Grn Yellow 0 255 5 4.0 1.0 Min Grn Ext Gr Max Grn Yellow Red Track Clear 0 0 0 4.0 1.0 Exit Option Fault Type Preempt Override Delay Duration Enable Trailing Dwell Vehicle Timing Entrance PC Through Yellow Ring Free During Preempt 2 B Term Overlap Asap Ped Dark H K Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap Exit Phase Overlap Track Clear Vehicle Track Clear Overlap Min Pmt Ext Yellow RedDwell 0Dwell / Cycle-Exit 0.0 4.0 1.0 Preempt Active Out On No On No 0.0 Ped Priority Return Off Queue Delay Off 12 13 1415 161 2 3 4 5 6 7 8 9 10 11 0000 0 0 0 0 0 0 0 0 0 0 0 0Green Plan 4 10 11 J K X XX X X X X X X X X X X X Enable Yes No Interlock Enable No ) 0 No No Terminate Phase No Exit Timing Plan 0 Reservice 0 Track Clear Rsrv No Flash Exit Color Red Dwell Flash Exit Option Fault Type Veh Priority Return Off Conditional Delay Off Off CRD Hard Yes No Preempt Override Delay Duration PC Through Yellow No 0 13 M 0 No 2 B 14 N 8 H Other Priority Preempt Inhibit Extension Time Detector Lock Override Flash Term Overlap Asap Ped Dark Linked Pmt X x 5 E Max Time 90 4 D 12 L 3 C Xx 7 G Inhibit CLR>GRN 6 F 16 p Preempt Active Dwell Non-Priority Preempt Enable Trailing Dwell Vehicle Dwell Ped Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap Exit Phase Exit Calls Special Funciton Phase_____ Overlap Track Clear Vehicle Track Clear Overlap 15 O Phase Veh Pri Return % 1 A 9 I I No Walk Track Clear Yellow RedPmt Ext Dwell / Cycle-Exit 0 0.0 4.0 1.0 Preempt Active Out On No On No 0.0 Ped Priority Return Off Queue Delay Off 10 111 12131415 163 41 2 5 6 7 8 9 0 00 0 0 0 0 0 0 0 00 0 0 0 0 Plan 5 Track Clear Overlap 1 Enable Trailing X XXX X X X X X X X X X X J Enable Yes No Interlock Enable No Detector Lock 2 InhibitYes 0 Veh Priority Return Off Conditional Delay Off Min Dwell Preempt Override Delay Timing Entrance 14 N Xx 15 O 8 H 11 K Other Priority Preempt Inhibit Extension Time 13 M 5 E 16 p 6 F 12 L 7 G 3 C Preempt Active Dwell Non-Priority Preempt 4 D 2 B X x Phase Overlap Track Clear Vehicle 2 No 4 No Ring___________ Free During Preempt Yellow 4.0 Yellow 4.0 Phase Veh Pri Return % Green Dwell Vehicle Dwell Ped Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap Exit Phase Exit Calls Special Funciton 3 No Red 1.0 Red 1.0 Ped Clr 255 Ext Gm 0 0 Min Gr 0 1 A Min Gr 5 Max Grn 0 Max Time 90 9 I 10 J No 0 CLR > GRN No No No Terminate Phase No Exit Timing Plan 0 Reservice 0 Ring 1 Free During Preempt No Walk 0 Min Grn Track Clear 0 Pmt Ext Yellow Red Dwell / Cycle-Exit 0 0.0 4.0 1.0 Preempt Active Out On No On No 0.0 Ped Priority Return Off OffQueue Delay 3Phase 13 15 1611 2 4 5 6 7 8 9 10 11 12 14 Veh Pri Return %0 0 0 00000 0 0 0 0 0 0 0 0Green Plan 6 9 10 !J X XX X X X X X X X X X X X Track Clear Rsrv No Flash Exit Color Red Veh Priority Return Off Conditional Delay Off Min Dwell Dwell Flash Exit Option Fault Type Duration PC Through Yellow Off CRD Hard 11_ K Timing Entrance No 0 15 O Xx 8 H 13 M X x Override Flash Term Overlap Asap Ped Dark Linked Pmt Other Priority Preempt Inhibit Extension Time 4 D 6 F Red 1.0 Red 1.0 Enable Trailing Dwell VehicleDwell Ped Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap 3 C 16 p 2 B 2 No 12 L Preempt Active Dwell Non-Priority Preempt 5 E Yellow 4.0 Yellow 4.0 Phase_____ Overlap Track Clear Vehicle Track Clear Overlap 4 No PedCIr 255 Ext Grn o 3 No Min Grn 5 Max Grn 0 Max Time 90 7 G 1 X 14 | N Exit Phase Exit Calls Special Funciton Enable Yes No Interlock Enable No InhibitYes0 0 No 0 CLR > GRN No No No Terminate Phase No Track Clear Rsrv No Dwell Flash OffNo Linked Pmt 0 Flash Exit Color Red CRD Exit Timing Plan 0 Reservice Hard0 2 31 4 No No No No Walk Ped CIr Min Grn Yellow Red 0 255 5 4.0 1.0 Min Grn Ext Grn Max Grn Yellow Red Track Clear 0 0 0 4.0 1.0 Pmt Ext Yellow Red Dwell / Cycle-Exit 0 0.0 90 4.0 1.0 Preempt Active Out On No On No 0.0 Ped Priority Return Off Queue Delay Off 101 2 3 4 5 6 7 8 9 11 12 13 14 15 16 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0Green Veh Priority Return Off Conditional Delay Off Max Time Min Dwell Exit Option Fault Type Preempt Override Delay Duration N on -Priori ty Preempt PC Through Yellow Timing Entrance Detector Lock Override Flash Term Overlap Asap Ped Dark Other Priority Preempt Inhibit Extension Time Preempt Active Dwell Ring Free During Preempt Phase Veh Pri Return % Country Club EOM - Portola SOCC - Portola & Country Club Action Plan - I 1Pattern No 101 1 None Flash No No Veh Det Diag Plan 0 Ped Det Diag Plan 0 Diming Enable Veh Priority Return NoNo Queue Delay No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LP 1-15 Time Base Action Plan Action Plan (MM)5-2 Ped Priority Return No Prempt Cond Delay No Timing Plan Veh Det Plan Auxilliary Function Special Function LP 16-30 LP 31-45 LP 46-60 LP 61-75 LP 76-90 LP 91-100 Override System Sequence Detector Log Red Rest Phase Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Vch Det Diag Plan 0 Diming Enable Veh Priority Return NoNo Queue Delay No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Queue Delay No Ped Priority Return No Prempt Cond Delay No Ped Priority Return No Prempt Cond Delay No Ped Det Diag Plan 0 Veh Priority Return No LP 1-15 LP 16-30 LP 31-45 LP 46-60 LP 61-75 LP 76-90 LP 91-100 Phase Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Special Function Auxilliary Function Action Plan - 3 Pattern Timing Plan Veh Det Plan Flash Veh Det Diag Plan Diming Enable No 0 None No 0 Override System Sequence Detector Log Red Rest Override System Sequence Detector Log Red Rest Ped Det Diag Plan Action Plan - 2 Pattern Timing Plan Veh Det Plan Flash No 4 None No 3 1 1 No 0 No 2 1 1 No Vch Det Diag Plan 0 Diming Enable Veh Priority Return NoNo Queue Delay No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Queue Delay No Ped Priority Return No Prempt Cond Delay No Ped Priority Return No Prempt Cond Delay No Ped Det Diag Plan 0 Veh Priority Return No LP 1-15 LP 16-30 LP 31-45 LP 46-60 LP 61-75 LP 76-90 LP 91-100 4 0 0 No No 10 None No No 10 None No 0 5 0 0 No 0 No Phase Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Special Function Auxilliary Function Action Plan - 5 Pattern Timing Plan Veh Det Plan Flash Veh Det Diag Plan Diming Enable Override System Sequence Detector Log Red Rest Override System Sequence Detector Log Red Rest Ped Det Diag Plan Action Plan - 4 Pattern Timing Plan Veh Det Plan Flash Veh Det Diag Plan 0 Diming Enable Veh Priority Return NoNo Queue Delay No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 254 - FREE Override System Queue Delay No Ped Priority Return No Prempt Cond Delay No Ped Priority Return No Prempt Cond Delay No Ped Det Diag Plan 0 Veh Priority Return No LP 1-15 LP 16-30 LP 31-45 LP 46-60 LP 61-75 LP 76-90 LP 91-100 6 0 0 No Sequence Detector Log Red Rest 0 0 No 0 No Phase Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Special Function Auxilliary Function Action Plan - 99 Pattern Timing Plan Veh Det Plan Flash Veh Det Diag Plan Diming Enable No 0 None No Override System Sequence Detector Log Red Rest Ped Det Diag Plan Action Plan - 6 Pattern Timing Plan Veh Det Plan Flash No 4 None No 0 Schedule (MM)5-4 Schedule Number - 1 Day Plan Number: 1 Month Jul Aug SepMar Apr May Jun X X X X Day of Week Sun Mon Tue Wed Thur Sat X X X X Day of Month Schedule Number - 2 Day Plan Number: 2 Oct NovMonth Mar Apr May Jun Jul Aug Sep X X X X X X Day of Week Sun Mon Tue Wed Thur Fri Day of Month Schedule Number - 3 Day Plan Number: 3 8 x 19 x 30 x 3 X 14 X 25 x 4 X 15 X 26 x 5 X 16 X 27 x 6 X 17 X 28 x 2 x 13 x 24 x 2 X 13 X 24 x 7 X 18 X 29 x 4 X 15 X 26 x Fri x 6 X 17 X 28 x 11 X 22 x 9 X 20 X 31 x 7 X 18 X 29 x 11 X 22 x Febx 10_ X 21 X Sat x 5 X 16 X 27 x 10 X 21 x Dec X Feb x 9 X 20 X 31 x 3 X 14 X 25 x 8 X 19 X 30 x Dec x Nov x Oct x Janx 1 X 12 X 23 x Janx 1 x 12 x 23 x Month Mar Apr May Jun Jul Aug Sep X X X X Day of Week Mon Tue Wed Thur Fri Sat Day of Month 2 8 X 19 x 30 x 10 X 21 X 4 X 15 X 26 x 2 X 20 X 31 x 6 X 17 X 28 x 3 X 14 X 25 x 5 X 16 X 27 x Feb x Oct x 11 X_ 22 x Dec x Jan x Nov x Sunx X 13 X 24 x 7 X 18 X 29 x 1 X 12 X 23 x Schedule Number - 4 Day Plan Number: 4 Month Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Day of Week Sun Mon Tue Wed Thur Fri Sat 5Day of Month 1 2 3 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Schedule Number - 5 Day Plan Number: 5 Month Feb Jul Aug Sep OctJan Mar Apr May Jun Nov Dec X X X Day of Week Sun Mon Tue Wed Thur Sat X X X X Day of Month Schedule Number - 6 Day Plan Number: 6 Aug Sep Oct Nov DecMonthJanFebMar Apr May Jun X X Day of Week Sun Mon Tue Wed Thur Fri 11 X 22 4 x 15 X 26 3 x 14 x 25 6 X 17 X 28 7 X 18 X 29 8 x 19 x 30 5 x 16 X 27 9 X 20 2 x 13 x 24 Fri x Sat x Julx 1 x 12 x 23 10_ Xj 21 Schedule Number - 7 Day Plan Number: 7 Oct NovDecMonth Jan Feb Mar Apr May Jun Jul Aug Sep X X X Day of Week Sun Mon Tue Wed Thur Fri Sat X Day of Month Schedule Number - 8 Day Plan Number: 1 Month Feb Jul Aug Sep OctJan Mar Apr May Jun Nov Dec X Day of Week Sun Mon Tue Wed Thur Sat X X X X 45Day of Month 2 3 6 7 8 9 10 11I 12 13 14 16 18 1915 17 11 X 22 x 25 x 27 x Fri x 3 X 14 X 25 x 29 x 2 X 13 X 24 x 26 x 28 x 4 X 15 X 26 x 7 X 18 X 29 x 30 x 20 X 31 x 23 x 6 X 17 X 28 x 24 x 22 x 10 X 21 x 21 x 5 X 16 X 27 x 9 X 20 X 31 x 8 X 19 X 30 x 1 X 12 X 23 x Country Club EOM - Portola SOCC - Portola & Country Club Detectors Detectors Page 1 Vehicle Detectors Setup (MM)6-1 TypeCalledDetector NumberVehicle Plan Vehicle Detector Setup (MM)6-2 continued TS2 Detector Detector DescriptionType Yes1 Yes2 Yes3 Yes4 Yes5 Yes6 Yes7 Yes8 Yes9 Yes10 Yes11 Yes12 Yes13 Yes14 Yes15 Yes16 Yes17 Detector Number S- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD Extend Queue Use CrossECPI Call Delay Ext Time /Lim / Lock NTCIP NTCIP Log Option Time Option Passage Discon. Vol. Occ.In Det Num None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No Pmt Queue Delay Added Switch Initial Phase 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 2.0 Passage 0.0 Passage 2.0 Passage 0.0 Passage 2.0 Passage 0.0 Passage 2.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 2.0 Passage 0.0 Passage 2.0 Passage 0.0 Passage 8.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No Veh Det Phase Plan Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time 0.0 0.0 0.0 1.0 0.0 0.0 0.0 1.0 3.0 3.0 3.0 3.0 0.0 4.0 0.0 3.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 1 1 1 1 I I 1 1 1 1 1 1 I 1 I 1 1 I 1 1 I 1 1 1 1 1 1 1 I I 1 1 I 1 I I 1 I ! 1 1 2 3 4 5 6 7 8 2 2 4 4 5 6 7 8 8 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 1 0 1 0 1 0.0 0 None 1 No 0.0 0.0 0 0 None No No No 0 No Nonc No No 0 1 0 0 0 61 0 0.0 0.0 0 0 No No Yes 0 None No No Yes 0 None 64 No Yes 0.0 0 No 0 None No No Ped Detector Options (MM)6-3 Phase Ped Detector (NTCIP) Number 5 6 7 7 8 9 10 No No None None No No No Local Ped Detector No No No No No No No No No No No No No No None None None None None None None None None None None None None None None No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 62 63 0 0 0 0 0 Yes Yes Yes Yes 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No No No No 0 0 No No No No No No No No No No No No No No No No No No No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 43 44 45 1 1 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage Passage 11 12 13 14 15 8 9 10 11 12 13 14 15 5 6 1 1 1 1 1 1 1 1 1 1 1 2 3 4 0.0 0.0 0.0 1 2 3 4 Country Club EOM - Portola SOCC - Portola & Country Club Detectors Detectors Page 2 Log - Speed Detector Setup (MM )6-4 ECPI Log Period: Length Unit: TBAP Inch Vehicle Detector Diagnostics (MM)6-5 Plan Detector Counts Act Pres Multiplier Speed Detector One/Two Detector NTCIP Log Period: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Failed Time 255 255 255 255 255 255 255 255 255 255 Enable Log No No No No No No No No No No No No No No No No Trap Length 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Failed Call Delay 0 0 0 0 0 0 0 0 0 0 Vehicle Length 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Local Detector 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 I 1 1 ! I 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 I 11 0 0 0 1 255 0 I 12 0 0 0 1 255 0 1 13 0 0 0 1 255 0 14 010 0 1 255 0 1 15 0 0 0 1 255 0 16 0 0 0 1 255 01 1 17 0 0 0 1 255 0 1 18 0 0 0 1 255 0 19 0 0 0 1 255 01 I 20 0 0 0 1 255 0 I 21 0 0 0 1 255 0 1 22 0 0 0 1 255 0 1 23 0 0 0 1 255 0 1 24 0 0 0 1 255 0 1 25 0 0 0 1 255 0 1 26 0 0 0 1 255 0 1 27 0 0 0 1 255 0 1 28 0 0 0 1 255 0 1 29 0 0 0 1 255 0 1 30 0 0 0 1 255 0 31 0 1 255I 0 0 0 1 32 0 0 255 001 33 0 255 010 0 1 1 34 0 0 0 1 255 0 35 0 0 0 1 255 01 I 36 0 0 0 1 255 0 1 37 0 0 0 1 255 <) 1 38 0 0 0 1 255 0 1 39 0 0 0 1 255 0 1 40 0 0 0 1 255 0 1 41 0 0 0 1 255 0 1 42 0 0 0 1 255 0 1 43 0 0 0 1 255 0 1 44 0 0 0 1 255 0 1 45 0 0 0 1 255 0 1146000 255 0 1 47 0 0 0 1 255 0 0 0148 0 0 1 255 49 0 010 1 255 O 50 0 0 0 1 255 01 51 0 0 0 1 255 01 I 52 0 0 0 1 255 0 1 53 0 0 0 1 255 0 1 54 0 0 0 1 255 0 Pedestrian Detector Diagnotics (MM)6-6 Plan Detector Counts Pres MultiplierAct 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 255 255 255 255 255 255 255 255 255 255 55 56 57 58 59 60 61 62 63 64 1 I Central Sys (Ethernet to Locals) - Portola & Frank Sinatra3 Configuration Phase Sequence Controller Sequence (MM)1-1-1 Hardware Alternate Sequence Enable: No (Note: Sequences identical to the prior one are not printed) 02 03 04 05 10 1506 09 11 12 13 14 16 B B 10 | 13 14 | 12 | 15 16 | 9 14 13 | 12 15 16 | 10 | 13 14 | 11 15 16 9 13 14 | 11 15 16 9 10 | 14 13 | 12 11 115 16| 10 9 | 14 13 | 12 11 115 16 | 9 | 13 14 | 12 16 15. 10 14 13 | 12 16 15 | 4 8 10 | 14 13 | 12 115 16 10 | 13 14 | 12 116 15 4 7 2 6 9 11 1 1 3 6 | 7 2 | 4 5 | 7 10 12 9 11 2 | 4 6 | 8 4 8 9 11 10 11 9 | 13 14 | 12 115 16 | 2 | 3 6 | 7 1 | 4 6 | 7 2 | 3 6 | 8 3 8 3 8 10 11 9 12 10 11 2 | 3 5 1 7 1 1 4 5 | 7 3 8 3 7 4 8 9 11 2 5 2 | 4 6 | 7 » 1 3 6 | 8 4 8 1 1 1 5 1 1 3 5 | 7 3 8 2 6 Sequence 1 Ring 1 Ring 2 Sequence 2 Ring 1 Ring 2 Sequence 3 Ring 1 Ring 2 Sequence 4 Ring 1 Ring 2 Sequence 5 Ring 1 Ring 2 Sequence 6 Ring 1 Ring 2 Sequence 7 Ring 1 Ring 2 Sequence 8 Ring 1 Ring 2 Sequence 9 Ring 1 Ring 2 Sequence 10 Ring 1 Ring 2 Sequence 11 Ring 1 Ring 2 I । 1 5 I 2 1 5 2 5 07 B 08 B Phase Ring Sequence 01 B 1 6 4 7 1 5 1 5 1 6 Phases In Use/ Exclusive PED (MM)1-2 9 10 11 12 13 1514 16 Phase Compatibility (MM)1-1-2 Phase and Overlap Descriptions 43 6 12 ) 13 1412 5 7 8 9 10 11 15 |16 1 C DA B E F G H I J L K L M N O No No 0000 No 10 12 9 | 14 11 | 16 9 | 14 12 | 16 9 12 10 13 11 | 16 13 | 15 | 9 | 13 11 | 16 3 7 9 12 13 | 15 | 2 | 4 5 | 8 4 8 3 8 10 | 14 11 | 16 3 8 4 7 4 7 14 | 15 | 13 | 15 | 1 2 1 6 2 5 1 1 4 5 | 8 10 11 10 12 3 7 1 । 1 6 1 2 1 6 14 | 15 | Phase n/a 1 2 I 5 7 x Sequence 12 Ring I Ring 2 Sequence 13 Ring 1 Ring 2 Sequence 14 Ring 1 Ring 2 Sequence 15 Ring 1 Ring 2 Sequence 16 Ring 1 Ring 2 2. X 8x 1 । 1 6 Phase Description Overlap Description Administration (MM)1-7-1 Enable CU/Cabinet Interlock CRC Request Download Controller Data Controller Database CRC Enable Automatic Backup to Datakey Phase Phases in Use Exclusive PED 6 X 4 1 x3 X 5 X 1 6 1 5 3 7 1 X Compatible Phase Barrier Mode Backup Prevent (MM) 1-1-3 6Phases1 2 3 4 7 8 9 10 11 12 13 14 15 16 Simultaneous Gap (MM)1-1-4 5 6Phases12 3 4 7 8 9 10 11 12 13 14 15 16 Load Switch Assignments (MMU Channel) (MM)1-3 Dimming Power Up Auto Flash Together Timing / Backup Phase/ Type Overlap Phase Must Gap With Phase 5 “I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Disable 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Red Yellow Green Dark Auto Red Yellow Dark Red Yellow I I V X X— 2 V X X X V X X— V X X X— V X X V X X X 7 V X X 8 8 V X X X P X— P X il 6 P X X X X—F 14 0 O X X X X X— X X X 15 16 12 13 O o 8 0 0 0 3 4 9 10 P 0 2 4 2 3 4 5 6 5 6 7 Central Sys (Ethernet to Locals) - Portola & Frank Sinatra3 Configuration Port I (SDLC) SDLC Options (MM)1-4-1 2 3 81 4 5 6 7 X X X X Enable SDLC Stop Time: Yes Enable 3 Critical RFE’s Lockup: Yes Secondary To Secondary Addressing (MM)1-4-4 ID 1 2 3 4 5 6 7 8 MMU Term and Facility Enable 1 2 3 4 5 7 8 Diag6 Diagonstics (Test Fixture) Enable: No Enable TS2/MMU Type Cabinet: Yes Enable MMU Extended Status: Yes Color Check Enable (MM)1-4-3 Enable Color Check: Yes 8 x x x MMU Program (MM)1-4-2 Channel Can Serve with Channel Channel 1 Channel 2 4 x x x 15 x x x 12 x x x 13 x x x 10 x x x 9 x x x 11 x x x 6 x x x 3 x x x 14 x x x 5 x x x 16 x x x MMU Channel Green Yellow Red 2 x x X BIU________ Term and Facility Enable Detector Rack Enable ID Detector Rack Enable 1 x x X 7 x x x Central Sys (Ethernet to Locals) - Portola & Frank Sinatra3 Configuration Communications Ethernet Port Configuration (MM)1-5-1 NTCIP Parameters (MM)1-5-5 Default Gateway IP: 192.168.16.2 Ethernet Priority: 1 Server IP: 10.70.10.1 Port 2 Priority:4 Port Configuration (MM)1-5-2 to 1-5-4 3A(C21S) 3B(C22S) 0 0 0 No No No Port 3A Priority: 3 Port 3B Priority: 2 Controller IP: Subnet Mask: 192.168.16.103 255.255.255.0 0 501 0 0 0.0 Half No Backup Time: UDP Port: 0.0 0.0 10 No FSK 0 0 0 0 0 0 0 0.0 0.0 10 No FSK 0 0 0 0 0 0 0 0 0 0.0 Full Yes 0 0 0.0 Full Yes 2 (C50S) NTCIP No 9600 8N 1 None NTCIP No 9600 8N 1 None NTCIP No 9600 8N 1 None Port Protocol Enable Data Rate Data Parity Stop Modem Setup String User String Comm Port Address System Detector 9-1 Telemetry Response Delay Duplex Half/Full Flow Control AB3418 NTCIP Group Address AB3418 NTCIP Single Flag Enable RTS to CTS Delay RTS Turn Off Delay Droupout Time Early RTS Telemetry Mode Rail Road Rail Road Line ATCS Group Wayside Device ATCS Device Wayside SubNode ATCS SubNode 0.0 0.0 10 No FSK 0 0 0 0 0 0 0 Central Sys (Ethernet to Locals) - Portola & Frank Sinatra3 Configuration Logging/Display Event Logging (MM)1-6-1 Critical RFE’s Yes Yes Yes Yes No Detector Errors Yes 72 3 4 5 6 8 9 10 12 13 14 151 11 16 XLogging Display Options (MM)1-7-2 Basic Advanced No Yes No Yes No No Yes Yes No No Yes Yes Auto Alarm Log Enable MMU Flash Faults Non-Critical RFE’s (Det/Test) Coordination Errors Preempt Power On/Off Access Online/Offline Key Click Enable: Backlight Enable: LED Mode: Main Status Display Mode: Screen Format: Trans Mode Pop-up Disable: 3 Critical RFE’s in 24 Hours Local Flash Faults Sign On (MM)8-5 Sign On Message Line 1: Solutions that Move the World Sign On Message Line 2: Controller Download TSP Low Battery Data Change Central Sys (Ethernet to Locals) - Portola & Frank Sinatra3 Controller Timing Plan (MM)2-1 1 2 3 4 5 7 9 10 12 14 15 16 ■ 6 8 8 55Min Green 6 S 6 8 5 5 5 5 5o0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 10 0 10 00 10 000 16 16 00 0 0 0 0 0 0 () J 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0Ped CO 00 1.0 1.0 5.0 5.01.0Vehicle Ext 1.0 1.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .0 0.0 .0 0.0 0.0 0.0 35 1535 35 3535 35 [35 3535 15 40 40 40 [40 40 40 40 [40 40 0000 0000 0 0 0 00 0DYMMax000 0.0 0.0 0.00.0 0.0 0.0 0.00.0 ] 4.0 5.0 3.0 3.0 3.0 3.0 3.04.0 5.5 5.0 4.0 5.5 1.0 1.0 1.0 1.0 1.0 1.0 1.01.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0 0 0 0 0 0 00000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30 30 30 0 01 0000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 2.0 2.0 1 707 0 0 0 BK Min Green CSMin Green 0 0 0 0 0.0 0.0 3.0 3.0 15 40 1 0 0 1.0 0 1.0 0 5.0 0 1.0 0 0 Phase Direction 1.0 0.0 2.0 0 0.0 0 0 0 0 0 0 0 0 n 0 0 0 0 0 0 0 0 0 0 0 0 0 10 0 0 16 0 0 5.0 0 0 0 0.0 40 0 0 0.0 1.0 0.0 2.0 0 0.0 30 0 0 0.0 1.0 0.0 2.0 0 0.0 30 0 0 0.0 35 40 0 0 35 40 0 0 0.0 1 0 o 35 40 0 0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0 0 0 0 0 1.0 1.0 0.0 0.0 2.0 2.0 0 0 o DYM Stp Yellow . Red Clear Red Max Red Revert ACTB4 SEC/ACT Max Int Time B4 Cars Wt STPTDuc Time To Reduce 000 5.0 5.0 5.0 0 7 0 0 26 0 Plan 1 938 15 40 0 0 j 0.0 4.0 1.0 0.0 2.0 0 0.0 30 0 0 0.0 30 30 0 0 0 0 0 0 0 0 40 00 0 0 0 0.0 0.0 Delay Green Walk Walk 2 Walk Max Ped Clear Ped Clear 2 Ped Clear Max 13 L 5 Vehicle Ext 2 Max 1 Max 2 Max 3 jo 0 0 0 0 0 26 0 25 0 160 0 0 0 7 0 0 25 0 116 r 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ]0.0 0.0 0.0Min Gap 10 in 12 1612 3 4 5 6 7 9 13 14 15 ■ 55 5 5 5 5 5 5 5 5 5 5 5 5 0 0 0 0 0 0 0 0 0 0 0 J 0 0 0 0 0 0 0 0 0 0 0 0 0 00 000 0 0 100 10 0 10 0 10 10 0 10 00000 00 0000) 0160 16 01616 16 0 50 0 □□□□0 0 0 00 1 0 0 00 0 5.0 5.05.0 5.0 5.0 5.0 0.0 0.0 0.0 0.0 0.0 o.0.0 0.0 0.0 0.0 0.0 0.0 .0 0.0 0.0 0.0 00 35 35 35 35 35 35 35 3535 35 35 35 40 40 40 40 40 40 40 [40 40 40 0 0 000_____1° 00 j 0 0 0 0 0 0 0 ■ 0.0 0.0 0.0 0.0 0.0 0.0 |0.0 0.0 1.0 1.0 0 1° 1° 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 __________00000000 0 0 0 _____ 1_________________1_____ ______I_____ ______I_____ I____ 11 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 Plan 3 0.0 0.0 0.0 0.0 0.0 0.0 2.0 2.0 2.0 2.0 2.0 2.0 0_0 00 00 010 00 0 0 E 5.0 3.0 3.0 3.0 3.0 1.0 1.0 1.0 1.0 0 0 0 0 0 5.0 0 0 3.0 1.0 0 0 1 0 0 0 0 0 0■ . 0 0 0 0 0 0 00 in 0.0 0.0 2.0 2.0 0 00 16 0 16 00—0 0.0 3.0 1.0 0.0 35 40 0 0 0.0 3.0 1.0 0.0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0 35 40 0 0 0.0 3.0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0 0 0 0 0.0 40 0 0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0 0 005.0 5.0 5.0 35 40 0 0.0 0 0 0 0.0 00 010 0_0 0_0 0 16 3.0 1.0 0 0000 0 0 00 00000 0000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.02.0 EE 0.0 0.0 OE 00 0 0 0.0 0.0 000000ooo000 E 0.0 E E E 0.0 5.0 5.0 0 ) 3.0 3.0 1.0 1.0 0.0 0.0 2.0 2.0 0_0 0.0 0.0 40 E E 0.0 3.0 [To 0.0 2.0 E 0.0 E E E 0.0 Phase Direction Min Green BKMin Green CS Min Green Delay Green Walk Walk 2 Walk Max Ped Clear Ped Clear 2 Ped Clear Max Ped CO Vehicle Ext Vehicle Ext 2 Max1 Max 2 Max 3 DYMMax DYMStp Yellow Red Clear Red Max Red Revert ACTB4 SEC/ACT Max Int Time B4 Cars Wt STPTDuc Time To Reduce Min Gap E 5.0 0 0.0 35 40 E E 0.0 3.0 Plan 2 8 E 5 0 0 5.0 5.0 00 ^El L 5 Phase I 2 3 4 6 7 9 10 11 12 13 14 15 16 Direction Min Green 5 5 5 5 5 5 5 5 5 5 5 5 5 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 ()0 10010010 10 0 10 0 10 0 10 0 0 0Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0Walk Max 0 0 0 0 0 0 0 0 0 0 7 16 0 16 0Ped Clear 0 16 0 16 16 0 16 16 0 16 0 0Ped Clear 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0Ped CO 0 0 0 00 0 0 0 0 5.0Vehicle Ext 5.0 5.0 5.0 5.0 5.05.0 5.0 5.0 5.0 5.0 5.0 5.0 0.0 0.0 0.0 0.0 .0 0.0 0.0 .0 0.0 .0 0.0 0.0 .0 0.0 0.0 0.0 35 35Max 1 35 35 35 35 35 35 35 35 35 35 40 40 40 40 40 40Max 2 40 40 40 40 40 40 0 0 0 0Max 3 0 0 0 0 0 0 0 0 0 0 0 (lDYM Max 0 0 O 0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 3.03.0 3.0 3.0 3.0 3.0 3.0 Red Clear 1.0 1.0 1.0 1.01.0 1.0 1.0 1.0 1.0 1.0 0.0Red Max 0.0 0.0 0.0 0.0 0.0 0.00.0 Red Revert 2.0 2.0 2.0 2.0 2.0 2.0 2.02.0 0ACT B4 0 0 0 0 0 0 0 0 0 II 0 0 0.0 0.0 0.00.0 0.0 0.0SEC/ACT 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0Max Int 0 0 0 0 0 0 0 0 0 0 0 0 0 0Time B4 0 0 0 0 0 0 0 0 0 0Cars Wt 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0STPT Duc 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Min Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Plan 4 8 9Phase123 4 5 6 7 10 11 12 13 14 15 16 1Direction 5Min Green 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Time To Reduce CS Min Green 0 5.0 0 0 0 0 0.0 0 0 0_ 0.0 BK Min Green 0 0 11 0 0 3.01.0 0 0.0 0.0 2.0 2.0 Ped Clear Max 35 35 40 40 DYM Stp Yellow 3.0 3.0 1.0 1.0 0.0 0.0 0.0 2.0 2.0 2.0 1 o 0 o 35 40 0 0 0.0 3.0 1.0 0.0 2.0 Delay Green Walk 0 0 0 0_ 0 0.0 3.0 1.0 0.0 2.0 o 35 40 0 0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0 0 10 o Vehicle Ext 2 0 5.0 0.0 0.0 3.0 3.0 0_ 5.0 0 0 0.0 3.0 0 0 0 0.0 00 0.0 0.0 □E 5 [ 5 8 r 5 0 0BKMin0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 °0 0 ( 0 0 0 Io 0 0Delay Green0 0 01010 100Walk 10 Walk 2 0 Walk Max 0 0 16 016 16 0Ped Clear 160 00Ped Clear 2 0 0000 Ped Clear 0 0 0 0 0 0 0 0 0 0 0 0 0Max 0 0 00Ped CO 0 0 0 0 00 5.05.0 5.0 5.0 5.0Vehicle Ext 5.0 5.0 5.05.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .0 0.0 .0 0.0 0.0 0.0 0.0 0.0 0.0 35 3535 35 353535 35 35 35 35 40 40 40 40 40 40 40 40 40 000 00 I0 0 0 0 0 0 0DYMMax 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DYMStp0.0 3.0 3.0 3.0 1.0 1.0 0.0 0.0 0.0 0.00.0 0.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Red Revert 2.0 2.0 0 0 0 ]0 00ACT B4 0 0 0 0 0 SEC/ACT [(To 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0 0 0 00 0 00 Cars Wt 1° 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0 0 10 0 00 00 0 0 Max Int Time B4 0 0 0 0 0 0 Yellow Red Clear Red Max 0 0 0 0 0 0 0 0 0 5.0 0 5.0 0 0 0 0 0 5.0 2.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.0 0 0 0.0 0 5.0 0 0 0 0 0 0 0 0 0 3.0 1.0 10 o 1.0 0.0 0 10 0 0 16 0 0 0.0 3.0 1.0 0 0 0 0 0 0 3.0 1.0 35 40 0 0 0.0 3.0 1.0 0.0 35 40 0 0 0 10 0 0 16 0 35 40 0 10 0 0 16 0 0 5.0 3.0 1.0 0.0 STPT Duc Time To Reduce Min Gap 35 40 0 0 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0 3.0 1.0 0 0 0.0 EE 0.0 0.0 3.0 3.0 1.0 1.0 0.0 0.0 0 11 0 o 40 0 0 40 0 0 0.0 0.0 2.0 2.0 0 0 16 o Vehicle Ext 2 Max 1 Max 2 Max 3 35 40 0 ] 0 1 0.0 3.0 1.0 0.0 2.0 0 0.0 0 0 0 0.0 0 0 0 3.0 1.0 0.0 2.0 0 3.0 3.0 1.0 1.0 0 ]o o 0 0.0 0 0 0 0.0 Green CSMin Green Central Sys (Ethernet to Locals) - Portola & Frank Sinatra3 Controller Overlaps Vehicle Overlaps (MM)2-2 Overlap Yellow Advance GreenTypeLag Green Red Overlap Phasc Included ModifierProtect PPLT FYA Flash Arrow Flash ArrowOverlap FYA DelayOutput Channel Guaranteed Minimum Time Data (MM) 2-4 Min Green Walk Red Clear Overlap Green 7 E05 7 5 7 3.0 0.0 5 5 Phase Time Data Ped Clear Yellow C03 D04 Flash Green 0 0 Special Function Disable 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 F06 G07 H08 109 J10 Kll L12 M13 N14 015 P16 Lag 2 Phase 5 5 7 7 7 7 7 7 7 7 7 7 Phase A01 B02 Protected Phase 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Ped Protect 5 5 5 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 5 5 5 5 5 5 5 5 5 Permissive Phase FYA Clearance LagX Phase Phases Not Overlap 7 7 7 3.0 3.0 3.0 3.0 3.0 Central Sys (Ethernet to Locals) - Portola & Frank Sinatra3 Controller Start/Fash (MM) 2-5 MUTCD Yellow to Green: na Minimum Auto Flash: 8 Minimumin Recall: Yes Cycle Through Phase: Yes Flash > Mon: Flash Time: All Red: Power Start Sequence: MUTCD Enabled: Flash > Mon: Exit Flash Interval: Startup Phase 2 6 Automatic Flash Entry Phase 2 6 No Y Exit Phase 2 6 Overlap Exit A B C D Overlap A B C D Phase Setting Y Y No 8 8 1 No Central Sys (Ethernet to Locals) - Portola & Frank Sinatra3 Controller Options Controller Options (MM)2-6-1 1 2 5Phase 6 8 133 4 7 9 10 11 12 14 15 16 Non Act 2 Ped Reservice Rest In Walk Ped Clear Red IGRN + Veh Ext Ped Clear Protect: Off Red Revert: 2.0 Act Pre-Time (MM)2-7 Pre-Time Mode Enable: No Phase 13 14 15----------------------- - -------I 2 3 4 5 6 7 8 9 10 11 12 16 Pre-Timed Phase Phase Recall Options (MM)2-8 Plan 1 Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Lock Detector Vehicle Recall Conditional Reservice Guaranteed Passage Non Act 1 Flashing Green Phase Dual Entry Conditional Service MUTCD 3 Seconds Don’t Walk: No Flashing Walk Ped Clear Yellow Free Input Enables Pre-Timed: Yes -J [ Central Sys (Ethernet to Locals) - Portola & Frank Sinatra3 Manual Pattern Auto ECPI Coord Yes TBC STD Seconds Seconds Smooth Max Select MAXINH Dwell/Add Time 0 No Force Off Float Offset Reference Lead Use Ped Time Yes Ped Recall No Ped Reservice No No No Re-Sync Count 0 Multisync No Auto Perm Minimum Green (Seconds) (MM)3-4 2 34 5 l| 6 || 7 8Phase 9 10 11 12 13 14 15 161 0 00 0 0 0 0 00 0 0 0 0 0 0 0 Split Demand (MM)3-5 4Phase2 3 6 8 9 10 11 12 13 14 1615715 Demand 1 [Demand 2 2Demand1 Detector 0 0 0 0 0 0 Coordination Options Coordination Options (MM)3-1 Local Zero Override Minimum Green System Format Offsets In System Source Splits In Transition Delay Coord Walk to LZ FO Added Initial Green Call Time (Sec) Cycle Count Central Sys (Ethernet to Locals) - Portola & Frank Sinatra3 Preemptor Preempt Plan (MM)4-1 Plan 3 Phase 3 4 5 6 7 8 9 10 12 13 14 15 161 A C D E F G H 1 J L M N 0 P X X Dwell Ped Exit Calls Special Funciton Enable Yes No Interlock Enable No Detector Lock Yes 2 Inhibit 0 Override Flash No 3 CLR > GRN No Terminate Phase NoNo No No Track Clear Rsrv No Dwell Flash Off Linked Pmt 0 Flash Exit Color Yellow CRD Exit Timing Plan 0 Reservice 0 Hard 1 2 3 4 No No No No Walk Ped CIrMin Grn Yellow Red 25 255 25 25.5 2.5 Min Grn Ext Gr Max Grn Yellow Red Track Clear 0 0 0 25.5 2.5 Exit Option Fault Type Preempt Override Delay Duration Enable Trailing Dwell Vehicle ■ Timing Entrance PC Through Yellow Ring Free During Preempt 2 B 11 K Term Overlap Asap Ped Dark Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap Exit Phase Overlap Track Clear Vehicle Track Clear Overlap Min Pmt Ext Yellow RedDwell 0Dwell / Cycle-Exit 2.0 25.5 2.5 Preempt Active Out On No On No 0.0 Ped Priority Return Off Queue Delay Off 12 13 1415 161 2 3 4 5 6 7 8 9 10 11 0000 0 0 0 0 0 0 0 0 0 0 0 0Green Plan 4 10 J X X Enable Yes No Interlock Enable No ) 3 No No Terminate Phase No Exit Timing Plan 0 Reservice 0 Track Clear Rsrv No Flash Exit Color Yellow Dwell Flash Exit Option Fault Type Veh Priority Return Off Conditional Delay Off Off CRD Hard Yes No Preempt Override Delay Duration PC Through Yellow No 0 13 M 0 No 2 B 8 H 11 K 14 N Other Priority Preempt Inhibit Extension Time Detector Lock Override Flash Term Overlap Asap Ped Dark Linked Pmt Max Time 90 4 D 5 E 7 G Inhibit CLR>GRN 16 p Preempt Active Dwell Non-Priority Preempt 3 C Enable Trailing Dwell Vehicle Dwell Ped Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap Exit Phase Exit Calls Special Funciton 12 L Phase Overlap Track Clear Vehicle Track Clear Overlap 15 O Phase Veh Pri Return % 1 A 9 I 6 F Ring I Free During Preempt No Walk 25 Min Gr Track Clear 0 Yellow RedPmt Ext Dwell / Cycle-Exit 0 2.0 25.5 2.5 Preempt Active Out On No On No 0.0 Ped Priority Return Off Queue Delay Off 143 41 2 5 6 7 8 9 10 11 12 13 15 16 0 00 0 0 0 0 0 0 0 0 00 0 0 0 Plan 5 X X Enable Yes No Interlock Enable No Detector Lock InhibitYes2 0 Veh Priority Return Off Conditional Delay Off Min Dwell Preempt Override Delay Timing Entrance 8 H 11 K 14 N 15 0 Other Priority Preempt Inhibit Extension Time 2 B 13 M 5 E 4 D 16 p 6 F 7 G 3 c 12 L Preempt Active Dwell Non-Priority Preempt Phase Overlap Track Clear Vehicle Track Clear Overlap 2 No 4 No Phase Veh Pri Return % Green Enable Trailing Dwell Vehicle Dwell Ped Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap Exit Phase Exit Calls Special Funciton Yellow 25.5 Yellow 25.5 3 No Ped Clr 255 Ext Gm 0 Red 2.5 Red 2.5 1 A Min Gr 25 Max Grn 0 Max Time 90 10 J 9 I No 3 CLR > GRN No No No Terminate Phase No Exit Timing Plan 0 Reservice 0 Ring 1 Free During Preempt No Walk 25 Min Grn Track Clear 0 Pmt Ext Yellow Red Dwell / Cycle-Exit 0 2.0 25.5 2.5 Preempt Active Out On No On No 0.0 Ped Priority Return Off OffQueue Delay 3 .Phase 15 1611 2 4 5 6 7 8 9 10 11 12 13 14 Veh Pri Return %0 0 0 00000 0 0 0 0 0 0 0 0Green Plan 6 10 J X X Track Clear Rsrv No Flash Exit Color Yellow Veh Priority Return Off Conditional Delay Off Min Dwell Dwell Flash Exit Option Fault Type Duration PC Through Yellow Off CRD Hard 8 H Timing Entrance No 0 15 O 13 M Override Flash Term Overlap Asap Ped Dark Linked Pmt Other Priority Preempt Inhibit Extension Time 2 B 4 D 6 F Enable Trailing Dwell Vehicle Dwell Ped Dwell Overlap Cycling Vehicle Cycling Ped Cycling Overlap 3 C 16 p Red 2.5 Red 2.5 2 No 11_ K 12 L Preempt Active Dwell Non-Priority Preempt Phase_____ Overlap Track Clear Vehicle Track Clear Overlap Yellow 25.5 Yellow 25.5 5 E 4 No PedCIr 255 Ext Grn 0 Min Grn 25 Max Grn 0 Max Time 90 3 No 7 G 1 A 9 T 14 | N Exit Phase Exit Calls Special Funciton Enable Yes No Interlock Enable No InhibitYes2 0 No 3 CLR > GRN No No No Terminate Phase No Track Clear Rsrv No Dwell Flash OffNo Linked Pmt 0 Flash Exit Color Yellow CRD Exit Timing Plan 0 Reservice Hard0 2 31 4 No No No No Walk Ped CIr Min Grn Yellow Red 25 255 25 25.5 2.5 Min Grn Ext Grn Max Grn Yellow Red Track Clear 0 0 0 25.5 2.5 Pmt Ext Yellow Red Dwell / Cycle-Exit 0 2.0 90 25.5 2.5 Preempt Active Out On No On No 0.0 Ped Priority Return Off Queue Delay Off 101 2 3 4 5 6 7 8 9 11 12 13 14 15 16 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0Green Veh Priority Return Off Conditional Delay Off Min Dwell Exit Option Fault Type Preempt Override Delay Duration N on -Priori ty Preempt PC Through Yellow Timing Entrance Detector Lock Override Flash Term Overlap Asap Ped Dark Other Priority Preempt Inhibit Extension Time Preempt Active Dwell Max Time Ring______ Free During Preempt Phase Veh Pri Return % Central Sys (Ethernet to Locals) - Portola & Frank Sinatra3 Action Plan - 13 Pattern Auto No 1 1 1 None Flash Yes No Veh Det DiagPlan 0 Ped Det Diag Plan 0 Diming Enable Veh Priority Return NoNo Queue Delay No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LP 1-15 Time Base Action Plan Action Plan (MM)5-2 Ped Priority Return No Prempt Cond Delay No Auxilliary Function Timing Plan Veh Det Plan Special Function LP 16-30 LP 31-45 LP 46-60 LP 61-75 LP 76-90 LP 91-100 Override System Sequence Detector Log Red Rest Phase Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Action Plan - 99 254 - FREE Override SystemPattern No 1 1 1 None Flash No No Veh Det Diag Plan 0 Ped Det Diag Plan 0 Diming Enable Veh Priority Return NoNo Queue Delay No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Ped Priority Return No Prempt Cond Delay No Auxilliary Function Timing Plan Veh Det Plan LP 76-90 LP 91-100 Special Function LP 1-15 LP 16-30 LP 31-45 LP 46-60 LP 61-75 Sequence Detector Log Red Rest Phase Ped Recall Walk 2 Veh Ext 2 Veh Recall Max Recall Max 2 Max 3 CS Inhibit Omit Schedule (MM)5-4 Schedule Number - 1 Day Plan Number: 1 Month Jul Aug SepMar Apr May Jun X X X X X X X Day of Week Sun Mon Tue Wed Thur Sat X X X X Day of Month Schedule Number - 2 Day Plan Number: 2 Month Mar Apr May Jun Jul Aug Sep X X X X X X X Day of Week Sun Mon Tue Wed Thur Fri Day of Month Schedule Number - 3 Day Plan Number: 3 8 x 19 x 30 x 3 X 14 X 25 x 4 X 15 X 26 x 5 X 16 X 27 x 6 X 17 X 28 x 2 x 13 x 24 x 2 X 13 X 24 x 4 X 15 X 26 x 7 X 18 X 29 x 11 X 22 x 6 X 17 X 28 x Oct x Fri x 9 X 20 X 31 x 7 X 18 X 29 x 10 | X 21 X 11 X 22 x Feb x 5 X 16 X 27 x Sat x 10 X 21 x Dec X 9 X 20 X 31 x 3 X 14 X 25 x Dec x 8 X 19 X 30 x Jan x Feb x Nov x Nov x Oct x 1 X 12 X 23 x Janx 1 x 12 x 23 x Month Mar Apr May Jun Jul Aug Sep Oct Nov X X X X X X X X X Day of Week Mon Tue Wed Thur Fri Sat Day of Month 2 8 X 19 x 30 x 4 X 15 X 26 x 2 X 20 X 31 x 6 X 17 X 28 x 3 X 14 X 25 x 5 X 16 X 27 x Feb x Dec x Jan x Sun x 7 X 18 X 29 x 11 X_ 22_ X 1° J X 21 X X 13 X 24 x 1 X 12 X 23 x Central Sys (Ethernet to Locals) - Portola & Frank Sinatra3 Detectors Detectors Page 1 Vehicle Detectors Setup (MM)6-1 TypeCalledDetector NumberVehicle Plan Vehicle Detector Setup (MM)6-2 continued TS2 Detector Detector DescriptionType Yes1 Yes2 Yes3 Yes4 Yes5 Yes6 Yes7 Yes8 Yes9 Yes10 Yes11 Yes12 Yes13 Yes14 Yes15 Yes16 Yes17 Detector Number B-BIKE s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD 18 Yes 19 Yes 20 Yes 21 Yes 22 Yes 23 Yes 24 Yes 25 Yes 26 Yes 27 Yes 28 Yes 29 Yes 30 Yes 31 Yes 32 Yes 33 Yes 34 Yes 35 Yes 36 Yes 37 Yes 38 Yes 39 Yes 40 Yes 41 Yes S- STANDARD s- STANDARD S- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD S- STANDARD s- STANDARD S- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD 42 Yes 43 Yes 44 Yes 45 Yes 46 Yes 47 Yes 48 Yes 49 Yes 50 Yes 51 Yes 52 Yes 53 Yes 54 Yes 55 Yes 56 Yes 57 Yes 58 Yes 59 Yes 60 Yes 61 Yes 62 Yes 63 Yes 64 Yes Vehicle Detector Setup (MM)6-2 continued S- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD S- STANDARD s- STANDARD s- STANDARD S- STANDARD S- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD s- STANDARD Extend Queue Use CrossECPI Call Delay Ext Time /Lim / Lock NTCIP NTCIP Log Option Time Option Passage Discon.Vol.Occ.In Det Num No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No Yellow Yellow Yellow Yellow None None None None None None None None None None None None None None None None None None None None None Nonc None None None None None None None None None None None None None None None Pmt Queue Delay No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Added Switch Initial PhaseTime 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Veh Det Phase Plan Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 2 I I I 0 2 2 2 I 3 3 3 1 4 4 4 2 5 5 5 2 6 6 6 2 7 7 7 2 8 8 8 4 2 2 2 0 2 2 2 3 1 1 1 1 2 2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 11 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 5.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 11 11 12 12 12 12 13 13 13 13 14 14 14 14 15 15 15 15 16 16 16 16 17 17 17 17 18 18 18 18 19 19 19 19 20 20 20 20 21 21 21 21 22 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 4 4 4 3 4 4 4 4 6 6 6 4 6 6 6 4 8 8 8 4 8 8 8 6 1 I I 0 2 2 2 5 3 3 3 5 4 4 4 6 5 5 5 6 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 5.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 6 6 6 7 7 7 6 8 8 8 8 2 2 2 0 4 4 4 7 6 6 6 7 8 8 8 8 0 0 0 8 0 0 0 8 0 0 0 8 0 0 0 0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0.0 0.0 0.0 2.0 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 22 22 22 23 23 23 23 24 24 24 24 25 25 25 25 26 26 26 26 27 27 27 27 28 28 28 28 29 29 29 29 30 30 30 30 31 31 31 31 32 32 32 32 33 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 33 33 33 34 34 34 34 35 35 35 35 36 36 36 36 37 37 37 37 38 38 38 38 39 39 39 39 40 40 40 40 41 41 41 41 42 42 42 42 43 43 43 43 44 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 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Yes Yes Yes Yes Yes Yes Yes Yes Yes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 44 44 44 45 45 45 45 46 46 46 46 47 47 47 47 48 48 48 48 49 49 49 49 50 50 50 50 51 51 51 51 52 52 52 52 53 53 53 53 54 54 54 54 55 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 Ped Detector Options (MM)6-3 Phase Ped Detector (NTCIP) None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0.0 Passage 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 55 55 55 56 56 56 56 57 57 57 57 58 58 58 58 59 59 59 59 60 60 60 60 61 61 61 61 62 62 62 62 63 63 63 63 64 64 64 64 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 Central Sys (Ethernet to Locals) - Portola & Frank Sinatra3 Detectors Detectors Page 2 Log - Speed Detector Setup (MM )6-4 ECPI Log Period: Length Unit: TBAP Inch Vehicle Detector Diagnostics (MM)6-5 Plan Detector Counts Act Pres Multiplier Speed Detector One/Two Detector NTCIPLog Period: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Failed Time 255 255 255 255 255 255 255 255 255 255 Enable Log No No No No No No No No No No No No No No No No Trap Length 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Failed Call Delay 0 0 0 0 0 0 0 0 0 0 Vehicle Length 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Local Detector 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 I 1 1 ! 1 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 I 11 0 0 0 1 255 0 I 12 0 0 0 1 255 0 1 13 0 0 0 1 255 0 14 010 0 1 255 0 1 15 0 0 0 1 255 0 16 0 0 0 1 255 01 1 17 0 0 0 1 255 0 1 18 0 0 0 1 255 0 19 0 0 0 1 255 01 I 20 0 0 0 1 255 0 I 21 0 0 0 1 255 0 1 22 0 0 0 1 255 0 1 23 0 0 0 1 255 0 1 24 0 0 0 1 255 0 1 25 0 0 0 1 255 0 1 26 0 0 0 1 255 0 1 27 0 0 0 1 255 0 1 28 0 0 0 1 255 0 1 29 0 0 0 1 255 0 1 30 0 0 0 1 255 0 31 1 255I 0 0 0 0 1 32 0 0 0 255 01 33 0 255 010 0 1 1 34 0 0 0 1 255 0 35 0 0 0 1 255 01 I 36 0 0 0 1 255 0 1 37 0 0 0 1 255 <) 1 38 0 0 0 1 255 0 1 39 0 0 0 1 255 0 1 40 0 0 0 1 255 0 1 41 0 0 0 1 255 0 1 42 0 0 0 1 255 0 1 43 0 0 0 1 255 0 1 44 0 0 0 1 255 0 1 45 0 0 0 1 255 0 ()114600 255 0 1 47 0 0 0 1 255 0 0 0148 0 0 1 255 49 0 010 1 255 O 50 0 0 0 1 255 01 51 0 0 0 1 255 01 I 52 0 0 0 1 255 0 I 53 0 0 0 1 255 0 1 54 0 0 0 1 255 0 I 55 0 0 0 1 255 0 1 56 0 0 0 1 255 0 1 0 0 0 1 255 0 010 0 1 255 0 1 59 0 0 0 1 255 0 60 0 0 0 1 255 01 61 0 0 0 1 255 01 1 62 0 0 0 1 255 0 63 0 0 0 1 255 01 I 64 0 0 0 1 255 0 2 1 0 0 0 1 255 0 2 2 0 0 0 1 255 0 2 3 0 0 0 1 255 0 2 4 0 0 0 1 255 0 2 5 0 0 0 1 255 0 2 6 0 0 0 1 255 0 2 7 0 0 0 1 255 0 2 8 0 0 0 1 255 0 2 9 0 0 0 1 255 0 2 10 0 0 0 1 255 0 2552 11 0 0 0 1 0 2 12 0 0 0 255 01 2 13 0 255 00 0 1 2 14 0 0 0 1 255 0 2 15 0 0 0 1 255 0 2 16 0 0 0 1 255 0 2 17 0 0 0 1 255 0 2 18 0 0 0 1 255 0 2 19 0 0 0 1 255 0 2 20 0 0 0 1 255 0 2 21 0 0 0 1 255 0 2 22 0 0 0 1 255 0 2 23 0 0 0 1 255 0 2 24 0 0 0 1 255 0 2 25 0 0 0 1 255 0 26 12000 255 0 2 27 0 0 0 1 255 0 2 28 0 00 0 1 255 29 0 02 0 1 255 O 2 30 0 0 0 1 255 0 2 31 0 0 0 1 255 0 2 32 0 0 0 1 255 0 2 33 0 0 0 1 255 0 2 34 0 0 0 1 255 0 57 58 2 35 0 0 0 1 255 0 2 36 0 0 0 1 255 0 2 0 0 0 1 255 0 020 0 1 255 0 2 39 0 0 0 1 255 0 2 40 0 0 0 1 255 0 2 0 0 0 1 255 041 2 42 0 0 0 1 255 0 2 43 0 0 0 1 255 0 2 44 0 0 0 1 255 0 2 45 0 0 0 1 255 0 2 46 0 0 0 1 255 0 2 47 0 0 0 1 255 0 2 48 0 0 0 1 255 0 2 49 0 0 0 1 255 0 2 50 0 0 0 1 255 0 2 51 0 0 0 1 255 0 2 52 0 0 0 1 255 0 2 53 0 0 0 1 255 0 2 54 0 0 0 1 255 0 55 0 25520 0 1 0 2 56 0 0 0 255 01 2 0 255 057 0 0 1 2 58 0 0 0 255 01 2 59 0 0 0 1 255 0 2 60 0 0 0 1 255 0 2 61 0 0 0 1 255 0 2 62 0 0 0 1 255 0 2 63 0 0 0 1 255 0 2 64 0 0 0 1 255 0 3 1 0 0 0 1 255 0 3 2 0 0 0 1 255 0 3 3 0 0 0 1 255 0 3 4 0 0 0 1 255 0 3 5 0 0 0 1 255 0 0360 0 1 255 0 3 7 0 0 0 1 255 0 3 8 0 00 0 1 255 3 9 0 0 0 1 255 O 3 10 0 0 0 1 255 0 3 11 0 0 0 1 255 0 3 12 0 0 0 1 255 0 3 13 0 0 0 1 255 0 3 14 0 0 0 1 255 0 37 38 3 15 0 0 0 255 0 3 16 0 0 0 255 0 3 17 0 0 0 255 0 03180 0 255 0 3 19 0 0 0 255 0 3 20 0 0 0 255 0 3 21 0 0 0 255 0 3 22 0 0 0 255 0 3 23 0 0 0 255 0 3 24 0 0 0 255 0 3 25 0 0 0 255 0 3 26 0 0 0 255 0 3 27 0 0 0 255 0 3 28 0 0 0 255 0 3 29 0 0 0 255 0 3 30 0 0 0 255 0 3 31 0 0 0 255 0 3 32 0 0 0 255 0 3 33 0 0 0 255 0 3 34 0 0 0 255 0 3 35 0 2550 0 0 3 36 0 0 255 00 3 37 0 255 00 0 3 38 0 0 0 255 0 3 39 0 0 0 255 0 3 40 0 0 0 255 0 3 41 0 0 0 255 0 3 42 0 0 0 255 0 3 43 0 0 0 255 0 3 44 0 0 0 255 0 3 45 0 0 0 255 0 3 46 0 0 0 255 0 3 47 0 0 0 255 0 3 48 0 0 0 255 0 3 49 0 0 0 255 0 3 50 0 0 0 255 0 3 51 0 0 0 255 0 3 52 0 00 0 255 3 53 0 0 0 255 0 3 54 0 0 0 255 0 3 55 0 0 0 255 0 3 56 0 0 0 255 0 3 57 0 0 0 255 0 3 58 0 0 0 255 0 3 59 0 0 0 1 255 0 3 60 0 0 0 1 255 0 3 61 0 0 0 1 255 0 62 030 0 1 255 0 3 63 0 0 0 1 255 0 3 64 0 0 0 1 255 0 4 0 0 0 1 255 01 4 2 0 0 0 1 255 0 4 3 0 0 0 1 255 0 4 4 0 0 0 1 255 0 4 5 0 0 0 1 255 0 4 6 0 0 0 1 255 0 4 7 0 0 0 1 255 0 4 8 0 0 0 1 255 0 4 9 0 0 0 1 255 0 4 10 0 0 0 1 255 0 4 11 0 0 0 1 255 0 4 12 0 0 0 1 255 0 4 13 0 0 0 1 255 0 4 14 0 0 0 1 255 0 4 2551500 0 1 0 4 16 0 0 0 2551 0 4 17 0 255 00 0 1 4 18 0 0 0 1 255 0 4 19 0 0 0 1 255 0 4 20 0 0 0 1 255 0 4 21 0 0 0 1 255 0 4 22 0 0 0 1 255 0 4 23 0 0 0 1 255 0 4 24 0 0 0 1 255 0 4 25 0 0 0 1 255 0 4 26 0 0 0 1 255 0 4 27 0 0 0 1 255 0 4 28 0 0 0 1 255 0 4 29 0 0 0 1 255 0 14 30 0 0 0 255 0 4 31 0 0 0 1 255 0 4 32 0 00 0 1 255 4 33 0 0 0 1 255 O 4 34 0 0 0 1 255 0 4 35 0 0 0 1 255 0 4 36 0 0 0 1 255 0 4 37 0 0 0 1 255 0 4 38 0 0 0 1 255 0 Pedestrian Detector Diagnotics (MM)6-6 Plan Detector Counts Act Pres Multiplier 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 255 California Department of Transportation, Caltrans 2070 Controller TSCP Timing Chart TSCP: 2.21 PAGE 1 Location: Freeway 10 @ East Bound Cook Street System: Master At: WB District:08 I/C:HW Designed By: Installed By: SP Service Info: Timing Change: 8/29/2024 Date Start: 4/3/2018 Date End: Designed: Installed: 4/3/2018 1) EBLT onto 10EB On Ramp P 2) NB thru Cook St H 3) A 4) EB Off Ramp S 5) E 6) SB thru Cook St 7) 8) FLASH [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] Intersection Layout O A) V B) E C) R D) L E) A [ ] [ ] [ ] [ ] [ ] F) P [ ] Comments and Notes: RAM Checksum SIGNAL TURN ON 05/09/97 SH Page 2: 01C6 Page 8: 7FFF Page 3: 8BDA Page 9: D2FD Page 4: 93C1 Page 10: F26C Page 5: 191A Page 11: A8D7 Page 6: 191A Page 12: D68F Page 7: E4B1 Page 13: 86F7 Post Mile: RIV-10-046.708-COOK_ST-EB Printed: 1/14/2025 California Department of Transportation, Caltrans Location: Freeway 10 @ East Bound Cook Street TSCP 2.21 Cabinet 332 Configuration CALTRANS Phases ( 2-1-1-1 ) Permitted 1 2 . 4 . 6 . . Restricted . . . . . . . . CONFIGURATION PHASE FLAGS Startup ( 2-1-1-5 ) First Green Phases . 2 . . . 6 . . Yellow Start Phases . . . . . . . . Vehicle Calls 1 2 . 4 . 6 . . Pedestrian Calls . . . . . 6 . . Yellow Start Overlaps . . . . . . Startup All-Red 6.0 Phase Features ( 2-1-1-4 ) Double Entry . . . . . . . . Rest In Walk . . . . . . . . Rest In Red . . . . . . . . Walk 2 . . . . . 6 . . Max Green 2 . . . . . . . . Max Green 3 . . . . . . . . Phase Recalls ( 2-1-1-2 ) Vehicle Min . 2 . . . 6 . . Vehicle Max . . . . . . . . Pedestrian . . . . . . . . Bicycle . . . . . . . . Phase Locks ( 2-1-1-3 ) Red . . . . . . . . Yellow . . . . . . . . Force/Max . . . . . . . . Call To Phase ( 2-1-2-1 ) Omit On Green 1 . . . . . . . . 1 . . . . . . . . 2 . . . . . . . . 2 . . . . . . . . 3 . . . . . . . . 3 . . . . . . . . 4 . . . . . . . . 4 . . . . . . . . 5 . . . . . . . . 5 . . . . . . . . 6 . . . . . . . . 6 . . . . . . . . 7 . . . . . . . . 7 . . . . . . . . 8 . . . . . . . . 8 . . . . . . . . Special Operation ( 2-1-2-3 ) Single Exit Phase . . . . . . . . Driveway Signal Phases . . . . . . . . Driveway Signal Overlaps . . . . . . Leading Ped Phases . . . . . 6 . . Flashing Colors ( 2-1-2-2 ) Yellow Flash Phases . . . . . . . . Yellow Flash Overlap . . . . . . s Flash In Red Phases . . . . . . . . Flash In Red Overlaps . . . . . . Protected Permissive ( 2-1-2-4 ) Protected Permissive . . . . . . . . Pedestrian ( 2-1-3 ) P1 . . . . . . . . P2 . . . . . . . . P3 . . . . . . . . P4 . . . . . . . . P5 . . . . . . . . P6 . . . . . 6 . . P7 . . . . . . . . P8 . . . . . . . . Overlap ( 2-1-4 ) Overlap Parent Omit No Start Not A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . F . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Post Mile:RIV-10-046.708-COOK_ST-EB PAGE 2 CHECKSUM: 01C6 Printed: 1/14/2025 California Department of Transportation, Caltrans Location: Freeway 10 @ East Bound Cook Street TSCP 2.21 Phase ( 2-2 ) -1--2--3--4--5--6--7--8- --- Walk 1 ---0 0 0 0 0 0 0 0 Flash Don't Walk 0 0 0 0 0 24 0 0 Minimum Green 5 8 0 5 0 8 0 0 Det Limit 0 0 0 0 0 0 0 0 Max Initial 0 0 0 0 0 0 0 0 Max Green 1 25 65 0 40 0 65 0 0 Max Green 2 0 0 0 0 0 0 0 0 Max Green 3 0 0 0 0 0 0 0 0 Extension 2.0 2.0 0.0 2.5 0.0 2.0 0.0 0.0 Maximum Gap 2.0 2.0 0.0 2.5 0.0 2.0 0.0 0.0 Minimum Gap 2.0 2.0 0.0 2.5 0.0 2.0 0.0 0.0 Add Per Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Reduce Gap By 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Reduce Every 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Yellow 3.7 5.0 3.0 4.3 3.0 5.0 3.0 3.0 All-Red 1.0 1.0 0.0 1.0 0.0 1.0 0.0 0.0 Ped/Bike (2-3 ) -1--2--3--4--5--6--7--8- --- Walk 2 ---0 0 0 0 0 4 0 0 Delay/Early Walk 0 0 0 0 0 3 0 0 Solid Don't Walk 0 0 0 0 0 0 0 0 Bike Green 0 0 0 0 0 0 0 0 Bike All-Red 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P H A S E T I M I N G Red Revert OVERLAP TIMING Max 2 Extension Overlap ( 2-4 ) A B C D E F Red Revert ( 2-5 ) Max/Gap Out ( 2-7 ) Green 0.0 0.0 0.0 0.0 0.0 0.0 Time 5.0 Max Cnt 0 Yellow 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Sec/Min ( 2-6 ) Gap Cnt 0 Red 0.0 0.0 0.0 0.0 0.0 0.0 All-Red Sec/Min: OFF Post Mile: RIV-10-046.708-COOK_ST-EB PAGE 3 CHECKSUM: 8BDA Printed: 1/14/2025 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 00.0 0 Green Factors or Press [F] to Select Force-Off [ Offsets ] COORDINATION Local Plan 1...9 (7-1) TIMING DATA FREE PLAN PHASE FLAGS 15 or 254 = Flash 14 or 255 = Free Plan: 1-9 Offset A, B, or C MANUAL COMMANDS Hold Omit Veh Min Sync Lag Ped Veh Max Bike . 2 . 4 . 6 . . . 2 . . . 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . 4 . 6 . . . 2 . . . 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . 4 . 6 . . . 2 . . . 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 2 Plan 3 Plan 4 Plan 5 Plan 6 Plan 7 Plan 8 Plan 9 . 2 . 4 . 6 . . . 2 . . . 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Plan 1 Local Plan 1...9 (7-1) PHASE FLAGS California Department of Transportation, Caltrans Location: Freeway 10 @ East Bound Cook Street TSCP 2.21 Master Timer Sync ( 7-A ) Enable in Plans 1-9 . . . . . . . . . 11-19 . . . . . . . . . 21-29 . . . . . . . . . Master Sub Master Input Output ( 7-E ) Free Lag Omit . 2 . 4 . 6 . . . . . . . . . . Veh Min Veh Max . 2 . . . 6 . . . . . . . . . . Ped Bike . . . . . . . . . . . . . . . . Cond Cond Grn . . . . . . . . 10 Cycle Multi Lag Gap A B C -1--2--3--4--5--6--7--8- Plan 1 Green Factor 130 . . . . . . . . 18 61 34 84 Plan 2 Green Factor 80 . . . . . . . . 13 25 25 43 Plan 3 Green Factor 100 . . . . . . . . 14 39 30 58 Plan 4 Green Factor 65 . . . . . . . . 10 20 18 35 Plan 5 Green Factor . . . . . . . . Plan 6 Green Factor . . . . . . . . Plan 7 Green Factor . . . . . . . . Plan 8 Green Factor . . . . . . . . Plan 9 Green Factor . . . . . . . . Manual Plan (4-1) Plan OffSet A Special Function Override (4-2) # Control # Control 1 NORMAL 3 NORMAL 2 NORMAL 4 NORMAL Detector Reset (4-3) Local Manual (4-4) OFF Post Mile: RIV-10-046.708-COOK_ST-EB PAGE 4 Checksum: 93C1 Printed: 1/14/2025 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 00.0 California Department of Transportation, Caltrans Location: Freeway 10 @ East Bound Cook Street TSCP 2.21 Local Plan 11...19 (7-2) TIMING DATA COORDINATION [ Offsets ] Green Factors or Press [F] to Select Force-Off Cycle Multi Lag Gap A B C -1--2--3--4--5--6--7--8- Plan 11 Green Factor . . . . . . . . Plan 12 Green Factor . . . . . . . . Plan 13 Green Factor . . . . . . . . Plan 14 Green Factor . . . . . . . . Plan 15 Green Factor . . . . . . . . Plan 16 Green Factor . . . . . . . . Plan 17 Green Factor . . . . . . . . Plan 18 Green Factor . . . . . . . . Plan 19 Green Factor . . . . . . . . Local Plan 11...19 (7-2) PHASE FLAGS Lag Sync Hold Omit Veh Min Veh Max Ped Bike Plan 11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 13 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 14 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 15 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 16 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 17 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 18 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 19 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Post Mile: RIV-10-046.708-COOK_ST-EB PAGE 5 CHECKSUM: 191A Printed: 1/14/2025 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 00.0 California Department of Transportation, Caltrans Location: Freeway 10 @ East Bound Cook Street TSCP 2.21 Local Plan 21...29 (7-3) TIMING DATA COORDINATION [ Offsets ] Green Factors or Press [F] to Select Force-Off Cycle Multi Lag Gap A B C -1--2--3--4--5--6--7--8- Plan 21 Green Factor . . . . . . . . Plan 22 Green Factor . . . . . . . . Plan 23 Green Factor . . . . . . . . Plan 24 Green Factor . . . . . . . . Plan 25 Green Factor . . . . . . . . Plan 26 Green Factor . . . . . . . . Plan 27 Green Factor . . . . . . . . Plan 28 Green Factor . . . . . . . . Plan 29 Green Factor . . . . . . . . Local Plan 21...29 (7-3) PHASE FLAGS Lag Sync Hold Omit Veh Min Veh Max Ped Bike Plan 21 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 22 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 23 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 24 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 26 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 27 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 28 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 29 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Post Mile: RIV-10-046.708-COOK_ST-EB PAGE 6 CHECKSUM: 191A Printed: 1/14/2025 California Department of Transportation, Caltrans Location: Freeway 10 @ East Bound Cook Street TSCP 2.21 DETECTORS Detector Attributes (5-1) Slot Detector Configuration (5-2) Failure Times(5-3) Minutes Failure Override (5-4) Det Type Phases Lock Det Delay Extend Recall Port Maximum On Time 0 Detectors 1-8 . . . . . . . . 1 2 COUNT+CALL+EXTEND COUNT+CALL+EXTEND 1 . . . . . . . 1 . . . . . . . NO NO I1U I1L 1 2 0 0 0.0 0.0 10 10 3.2 7.2 Fail Reset Time 0 Detectors 9-16 Detectors17-24 . . . . . . . . . . . . . . . . 3 4 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . 2 . . . . . . . 2 . . . . . . NO NO I2U I2L 3 4 0 0 0.0 0.0 10 10 1.1 1.5 Detectors 25-32 . . . . . . . . 5 COUNT+CALL+EXTEND . 2 . . . . . . NO I3U 5 0 0.0 10 4.5 Detectors 33-40 . . . . . . . . 6 7 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . 2 . . . . . . . 2 . . . . . . NO NO I3L I4U 6 7 0 0 0.0 0.0 10 10 6.2 2.1 Detectors 41-44 . . . . . . . . 8 COUNT+CALL+EXTEND . 2 . . . . . . NO I4L 8 0 0.0 10 7.4 System Detector Assignment (5-5) 9 10 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . 2 . . . . . . . 2 . . . . . . NO NO I5U I5L 9 10 0 0 0.0 10 3.4 7.6 Sys Det 1 2 3 4 5 6 7 8 11 COUNT+CALL+EXTEND . . . 4 . . . . NO I6U 11 0 0.0 10 1.3 Det Num 0 0 0 0 0 0 0 0 12 13 14 COUNT+CALL+EXTEND COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . . 4 . . . . . . . 4 . . . . . . . 4 . . . . NO NO NO I6L I7U I7L 12 13 14 0 0 0 0.0 0.0 0.0 10 10 10 1.7 4.7 6.4 Sys Det Det Num 9 0 10 0 11 0 12 0 13 0 14 0 15 0 16 0 15 16 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . . 4 . . . . . . . 4 . . . . NO NO I8U I8L 15 16 0 0 0.0 0.0 10 10 2.3 7.8 CIC Operation (5-6-1) 17 COUNT+CALL+EXTEND 1 . . . . . . . NO I9U 17 0 0.0 10 3.6 Enable in Plans . . . . . . . . . 18 COUNT+CALL+EXTEND . . 3 . . . . . NO I9L 18 0 0.0 10 3.8 19 COUNT+CALL+EXTEND . . . 4 . . . . NO I10U 19 0 0.0 10 4.1 CIC Values (5-6-2) Volume Occupancy Demand 20 COUNT+CALL+EXTEND . . . 4 . . . . NO I10L 20 0 0.0 10 4.2 Smoothing 0.66 0.66 0.66 21 22 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . . . 5 . . . . . . . 5 . . . NO J1U J1L 0 0.0 10 10 3.1 Multiplier 4.0 0.33 23 COUNT+CALL+EXTEND . . . . . 6 . . NO J2U 0 0.0 10 1.2 Exponent 0.50 1.00 24 25 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . . . . 6 . . . . . . . 6 . . NO NO J2L J3U 24 25 0 0 0.0 0.0 10 10 1.6 4.6 Detector-to-Phase Assignment (5-6-3) 26 COUNT+CALL+EXTEND . . . . . 6 . . NO J3L 26 0 0.0 10 6.3 Sys Det 1 2 3 4 5 6 7 8 27 28 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . . . . 6 . . . . . . . 6 . . NO NO J4U J4L 27 28 0 0 0.0 0.0 10 10 2.2 7.3 Phase 0 0 0 0 0 0 0 0 29 COUNT+CALL+EXTEND . . . . . 6 . . NO J5U 29 0 0.0 10 3.3 Sys Det 9 10 11 12 13 14 15 16 J5L Phase 0 0 0 0 0 0 0 0 31 COUNT+CALL+EXTEND . . . . . . . 8 NO J6U 31 0 0.0 10 1.4 32 COUNT+CALL+EXTEND . . . . . . . 8 NO J6L 32 0 0.0 10 1.8 33 34 COUNT+CALL+EXTEND CALL+EXTEND . . . . . . . 8 NO NO J7U J7L 0 0.0 10 4.8 6.5 Input File Port-Bit Assignments 35 LIMITED . . . . . . . 8 NO J8U 35 0 0.0 10 2.4 332 Cabinet - For Reference Only 36 37 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . . . . . . 8 . . . . 5 . . . NO NO J8L J9U 36 37 0 0 0.0 0.0 10 10 7.7 3.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 38 COUNT+CALL+EXTEND . . . . . . 7 . NO J9L 38 0 0.0 10 3.7 I-3.2 1.1 4.5 2.1 3.4 1.3 4.7 2.3 3.6 4.1 6.6 5.1 5.2 6.7 39 40 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . . . . 6 . . . . . . . . . 8 NO NO J10U J10L 39 40 0 0 0.0 0.0 10 10 4.3 4.4 7.2 1.5 6.2 7.4 7.6 1.7 6.4 7.8 3.8 4.2 2.7 5.3 5.4 6.8 41 PEDESTRIAN . 2 . . . . . . NO I12U 41 0 0.0 10 5.1 J-3.1 1.2 4.6 2.2 3.3 1.4 4.8 2.4 3.5 4.3 2.8 5.5 5.6 2.5 42 PEDESTRIAN . . . 4 . . . . NO I12L 42 0 0.0 10 5.3 7.1 1.6 6.3 7.3 7.5 1.8 6.5 7.7 3.7 4.4 6.1 5.7 5.8 2.6 43 PEDESTRIAN . . . . . 6 . . NO I13U 43 0 0.0 10 5.2 44 PEDESTRIAN . . . . . . . 8 NO I13L 44 0 0.0 10 5.4 E4B1 Post Mile: RIV-10-046.708-COOK_ST-EB PAGE 7 CHECKSUM: Printed: 1/14/2025 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 California Department of Transportation, Caltrans Location: Freeway 10 @ East Bound Cook Street TSCP 2.21 TOD SCHEDULE Table 1 (8-2-1) Table 2 (8-2-2) Table 3 (8-2-3) Time Plan OS Time Plan OS Time Plan OS 0715 1 A A A 0805 4 A A A 1730 255 A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A Table 4 (8-2-4) Table 5 (8-2-5) Table 6 (8-2-6) Time Plan OS Time Plan OS Time Plan OS A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A WEEKDAY ASSIGNMENT Weekday Table Assignments (8-2-7) Mon Tue Wed Thu Fri Sat Sun 1 1 1 1 1 2 2 Post Mile: RIV-10-046.708-COOK_ST-EB PAGE 8 CHECKSUM: 7FFF Printed: 1/14/2025 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 California Department of Transportation, Caltrans Location: Freeway 10 @ East Bound Cook Street TSCP 2.21 HOLIDAY TABLES Floating Holiday Table (8-2-8) # Mnth Week DOW Table 1 . . . . . . . 2 . . . . . . . 3 . . . . . . . 4 . . . . . . . 5 . . . . . . . 6 . . . . . . . 7 . . . . . . . 8 . . . . . . . 9 . . . . . . . 10 . . . . . . . 11 . . . . . . . 12 . . . . . . . 13 . . . . . . . 14 . . . . . . . 15 . . . . . . . 16 . . . . . . . Fixed Holiday Table (8-2-9) # Mnth Day DOW Table 1 . . . . . . . 2 . . . . . . . 3 . . . . . . . 4 . . . . . . . 5 . . . . . . . 6 . . . . . . . 7 . . . . . . . 8 . . . . . . . 9 . . . . . . . 10 . . . . . . . 11 . . . . . . . 12 . . . . . . . 13 . . . . . . . 14 . . . . . . . 15 . . . . . . . 16 . . . . . . . Solar Clock Data (8-4) North Latitude 34 West Longitude 118 Local Time Zone 8 Sabbatical Clock (8-5) Hebrew Ped Recall Sabbath . . . . . . . . Holiday . . . . . . . . Daylight Saving (8-6) Enabled YES TOD FUNCTIONS TOD Functions (8-3) # Start End DOW Action Phases 1 . . . . . . . . . . . . . . . 2 . . . . . . . . . . . . . . . 3 . . . . . . . . . . . . . . . 4 . . . . . . . . . . . . . . . 5 . . . . . . . . . . . . . . . 6 . . . . . . . . . . . . . . . 7 . . . . . . . . . . . . . . . 8 . . . . . . . . . . . . . . . 9 . . . . . . . . . . . . . . . 10 . . . . . . . . . . . . . . . 11 . . . . . . . . . . . . . . . 12 . . . . . . . . . . . . . . . 13 . . . . . . . . . . . . . . . 14 . . . . . . . . . . . . . . . 15 . . . . . . . . . . . . . . . 16 . . . . . . . . . . . . . . . Action Codes: 0. None 1. Permitted 2. Restricted 4. Veh Min Recall 5. Veh Max Recall 6. Ped Recall 7. Bike Recall 8. Red Lock 9. Yellow Lock 10. Force/Max Lock 11.Double Entry 12. Y-Coord C 13. Y-Coord D 14. Free 15. Flashing 16. Walk 2 17. Max Green 2 18. Max Green 3 19. Rest in Walk 20. Rest in Red 21. Free Lag Phases 22. Special Functions 23. Truck Preempt 24. Conditional Service 25. Conditional Service 26. Leading Ped 27. Traffic Actuated Max 2 41. Protected Permissive 42. Protected Permissive Action Code = Phases added to normal setting 100+Action Code = Phases removed 200+Action Code = Phases replaced Post Mile: RIV-10-046.708-COOK_ST-EB PAGE 9 CHECKSUM: D2FD Printed: 1/14/2025 0 0 0 0 0 0 0 0 000-0000 0 0 0 000-0000 0 0 0 000-0000 0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 Port 27116 Protocol AB3418 Type STATIC Central Access 6 Field Access 7 Line Out Long Distance Area Code Local Toll Phone Number Delay 10 Callback Numbers (6-3...3) 10 10 Line Out Long Distance Area Code Local Toll Phone Number Delay Line Out Long Distance Area Code Local Toll Phone Number Delay # Data OP Data OP Data OP Data 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Soft Logic ( 6-2 ) *Refer to User's and OP Codes Data Manual for California Department of Transportation, Caltrans Location: Freeway 10 @ East Bound Cook Street TSCP 2.21 COMMUNICATIONS C2 (6-1-1) C20 (6-1-2) C21 (6-1-3) Address 2 Address Address Protocol AB3418 Protocol AB3418 Protocol AB3418 Access Level 7 Access Level 0 Access Level 0 Baud 9600 Baud 1200 Baud 1200 Parity NONE Parity NONE Parity NONE Data Bits 8 Data Bits 8 Data Bits 8 Stop Bits 1 Stop Bits 1 Stop Bits 1 RTS On Time 20 RTS On Time 20 RTS On Time 20 RTS Off Time 20 RTS Off Time 20 RTS Off Time 20 Handshaking NORMAL Handshaking NORMAL Handshaking NORMAL SOFT LOGIC CALLBACK NUMBERS Access Levels: 0-Full Access 1-Status Only 2-Status, Set Pattern, Time 3-Status, Set Pattern, Time, Manual Plan 4-Reserved 5-Full Access with No Set Pattern 6-Full Access with No Set Time 7-Full Access with No Set Pattern, Manual Plan 8-Full Access with No Set Time, Pattern, Manual Plan NETWORK Network (6-4) Address Netmask Broadcast Gateway IP Address 172 . 19 . 255 . 255 . 172 . 19 . 172 . 19 . 20 . 116 254 . 0 21 .255 21 .254 Post Mile: RIV-10-046.708-COOK_ST-EB PAGE 10 ChkSumP F26C Printed: 1/14/2025 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 Delay Clear 1 Clear 2 Clear 3 Hold Exit Min Grn Ped Clr ( 3-2-1 ) Grn Hold Pedestrian Flags (3-2-3) Overlap Flags (3-2-4) Phase Flags (3-2-2) Yel Flash Red Flash Walk Flash DW Solid DW Grn Hold Yel Flash Red Flash 10 RR 2 . . . 4 . . 7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . 4 . 6 . 8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2 3 . . 6 . . . . . . . . . . . . . . . . . . . 2 . . . 6 . . . . . . . . . . . . . 4 . . . 8 . . . . . . . . . . . . . . . . . . Exit Parameters (3-2-5) Configuration (3-2-6) Phase Green . . . . . . . . Overlap Green . . . . . . Vehicle Call . . . 4 . . 7 . Ped Call . . . . . . . . 2.6 Latching YES Power-up DARK Timing Primary Port Secondary Port 0.0 Delay Clear 1 10 Clear 2 Clear 3 Hold Exit Min Grn Ped Clr . 2 . . 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . 4 . 6 . 8 . . . . . . . . . . . . . . . . . . Pedestrian Flags (3-1-3) Overlap Flags (3-1-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2 3 4 5 6 7 8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A B C D E F ( 3-1-1 ) Phase Flags (3-1-2) Phase Green . . . . . . . . Overlap Green . . . . . . Vehicle Call 1 2 3 4 5 6 7 8 Ped Call . 2 . 4 . 6 . 8 Exit Parameters (3-1-5) 2.5 Latching YES Power-Up FLASHING Configuration (3-1-6) RR 1 Primary Port Walk Flash DW Solid DW Grn Hold Yel Flash Red Flash Grn Hold Yel Flash Red Flash Timing Secondary Port 0.0 California Department of Transportation, Caltrans Location: Freeway 10 @ East Bound Cook Street TSCP 2.21 RAILROAD PREEMPTION EMERGENCY VEHICLE PREEMPTION EVA (3-A) Preempt Timers Phase Green Overlap Green Delay Clear Max 10 60 . 2 . . 5 . . . . . . . . . EVB (3-B) Preempt Timers Phase Green Overlap Green Delay Clear Max 10 60 . . . 4 . . 7 . . . . . . . Port Latching Phase Termination 5.5 NO ADVANCE Port Latching Phase Termination 5.6 NO ADVANCE EVC (3-C) Preempt Timers Phase Green Overlap Green Delay Clear Max 10 60 1 . . . . 6 . . . . . . . . EVD (3-D) Preempt Timers Phase Green Overlap Green Delay Clear Max 30 30 . . 3 . . . . 8 . . . . . . Port Latching Phase Termination 5.7 NO ADVANCE Port Latching Phase Termination 5.8 NO ADVANCE Post Mile: RIV-10-046.708-COOK_ST-EB PAGE 11 CHECKSUM: A8D7 Printed: 1/14/2025 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 California Department of Transportation, Caltrans Location: Freeway 10 @ East Bound Cook Street TSCP 2.21 INPUTS 7 Wire I/C ( 2-1-5-1 ) Input Port Input Port Enable NO R1 3.8 Free 3.6 Max ON R2 3.5 D2 2.8 Max OFF R3 3.7 D3 6.1 Manual Control ( 2-1-5-2 ) Input Port Manual Advance Advance Enable Battery Backup ( 2-1-5-5 ) Port Operation 2.7 FLASHING Cabinet Status ( 2-1-5-3 ) Input Port Flash Bus Door Ajar Flash Sense 6.7 Stop Time 6.8 Special Function (2-1-5-4) Input Port 1 2 3 4 Y-Coordination ( 2-1-5-6 ) Port C Port D 6.1 2.8 OUTPUTS Loadswitch Codes: 51-57 Special Functions 0 Unused (no output) 71-72 Seven Wire I/C 1-8 Vehicle 1-8 9-14 Overlap A-F 21-28 Ped 1-8 + middle output of 41-47 Special Functions loadswitches 3 and 6 41 Protected Permissive Flashing Phase 1 Channel 9 and 10 Loadswitch Assignments ( 2-1-6 ) + A 1 2 22 3 4 24 9 B 5 6 26 7 8 28 10 X 13 14 0 11 12 0 0 43 Protected Permissive Flashing Phase 3 45 Protected Permissive Flashing Phase 5 47 Protected Permissive Flashing Phase 7 Post Mile: RIV-10-046.708-COOK_ST-EB PAGE 12 CHECKSUM: D68F Printed: 1/14/2025 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 00.0 00.0 Max Grn Hold Hold Phase Free Plans (3-E-E) . . . . . . . . Timeout 30 Access Utilities (9-5) Password *** Transit Priority Configuration (3-E-A) Plan 1-9 . . . . . . . . . Plan 11-19 . . . . . . . . . Plan 11 Plan 12 Plan 13 Plan 14 Plan 15 Plan 16 Plan 17 Plan 18 Plan 19 Green Factor Green Factor Green Factor Green Factor Green Factor Green Factor Green Factor Green Factor Green Factor Input 0.0 0.0 Type OPT OPT Enable in Plans Stop 0 0 Go 0 0 Indicator Output Grn Hold Hold Phase Queue Jump (3-E-B) . . . . . . . . . . . . . . . . California Department of Transportation, Caltrans Location: Freeway 10 @ East Bound Cook Street TSCP 2.21 TRANSIT PRIORITY Local Plans (3-E) 1...9 11...19 Early Green Green Extend Inhibit Cycles Phase 1 Minimum Phase 2 Minimum Phase 3 Minimum Phase 4 Minimum Phase 5 Minimum Phase 6 Minimum Phase 7 Minimum Phase 8 Minimum Plan 1 Green Factor Plan 2 Green Factor Plan 3 Green Factor Plan 4 Green Factor Plan 5 Green Factor Plan 6 Green Factor Plan 7 Green Factor Plan 8 Green Factor Plan 9 Green Factor YELLOW YIELD COORDINATION Force-Offs Y-Coord Plans (7-C,D) Long Grn No Grn Offset Perm -1--2--3--4--5--6--7--8-Coord Lag Min Recall Restricted Plan C 0 0 0 0 0 0 0 0 0 0 0 0 . 2 . . . 6 . . . 2 . 4 . 6 . 8 . . . . . . . . . . . . . . . . Plan D 0 0 0 0 0 0 0 0 0 0 0 0 . 2 . . . 6 . . . 2 . 4 . 6 . 8 . . . . . . . . . . . . . . . . TRUCK PRIORITY Truck Priority (3-F) Passage CarryOver Clearance Next Priority Phase Green Det 2 Port Det 3 Port Det 4 Port Sign Output Slave Input Slave Output . . . . . . . . 0.0 0.0 0.0 0 0.0 0 Post Mile: RIV-10-046.708-COOK_ST-EB PAGE 13 CHECKSUM: 86F7 Printed: 1/14/2025 California Department of Transportation, Caltrans 2070 Controller TSCP Timing Chart TSCP: 2.21 PAGE 1 Location: FWY 10 @ COOK STREET WESTBOUND System: Master At: WB District:08 I/C:HW Designed By: Installed By: SP Service Info: Timing Change: 4/9/2024 Date Start: 4/3/2018 Date End: Designed: Installed: 4/3/2018 1) P 2) NB thru Cook St H 3) A 4) S 5) E 6) SB thru Cook St 7) 8) WB Off Ramp FLASH [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] Intersection Layout O A) V B) E C) R D) L E) A [ ] [ ] [ ] [ ] [ ] F) P [ ] Comments and Notes: RAM Checksum SIGNAL TURN ON 05/09/97 SH Page 2: 88EA Page 8: 7FFF Page 3: 0E65 Page 9: D2FD Page 4: C002 Page 10: 19E8 Page 5: 191A Page 11: 574B Page 6: 191A Page 12: D68F Page 7: DAFD Page 13: 86F7 Post Mile: RIV-10-047.135-COOK_ST-WB Printed: 1/15/2025 California Department of Transportation, Caltrans Location: FWY 10 @ COOK STREET WESTBOUND TSCP 2.21 Cabinet 332 Configuration CALTRANS Phases ( 2-1-1-1 ) Permitted . 2 . . . 6 . 8 Restricted . . . . . . . . CONFIGURATION PHASE FLAGS Startup ( 2-1-1-5 ) First Green Phases . 2 . . . 6 . . Yellow Start Phases . . . . . . . . Vehicle Calls . 2 . . . 6 . 8 Pedestrian Calls . . . . . 6 . . Yellow Start Overlaps . . . . . . Startup All-Red 6.0 Phase Features ( 2-1-1-4 ) Double Entry . . . . . . . . Rest In Walk . . . . . . . . Rest In Red . . . . . . . . Walk 2 . . . . . 6 . . Max Green 2 . . . . . . . . Max Green 3 . . . . . . . . Phase Recalls ( 2-1-1-2 ) Vehicle Min . 2 . . . 6 . . Vehicle Max . . . . . . . . Pedestrian . . . . . . . . Bicycle . . . . . . . . Phase Locks ( 2-1-1-3 ) Red . . . . . . . . Yellow . . . . . . . . Force/Max . . . . . . . . Call To Phase ( 2-1-2-1 ) Omit On Green 1 . . . . . . . . 1 . . . . . . . . 2 . . . . . . . . 2 . . . . . . . . 3 . . . . . . . . 3 . . . . . . . . 4 . . . . . . . . 4 . . . . . . . . 5 . . . . . . . . 5 . . . . . . . . 6 . . . . . . . . 6 . . . . . . . . 7 . . . . . . . . 7 . . . . . . . . 8 . . . . . . . . 8 . . . . . . . . Special Operation ( 2-1-2-3 ) Single Exit Phase . . . . . . . . Driveway Signal Phases . . . . . . . . Driveway Signal Overlaps . . . . . . Leading Ped Phases . . . . . 6 . . Flashing Colors ( 2-1-2-2 ) Yellow Flash Phases . . . . . . . . Yellow Flash Overlap . . . . . . s Flash In Red Phases . . . . . . . . Flash In Red Overlaps . . . . . . Protected Permissive ( 2-1-2-4 ) Protected Permissive . . . . . . . . Pedestrian ( 2-1-3 ) P1 . . . . . . . . P2 . . . . . . . . P3 . . . . . . . . P4 . . . . . . . . P5 . . . . . . . . P6 . . . . . 6 . . P7 . . . . . . . . P8 . . . . . . . . Overlap ( 2-1-4 ) Overlap Parent Omit No Start Not A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . F . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Post Mile:RIV-10-047.135-COOK_ST-WB PAGE 2 CHECKSUM: 88EA Printed: 1/15/2025 California Department of Transportation, Caltrans Location: FWY 10 @ COOK STREET WESTBOUND TSCP 2.21 Phase ( 2-2 ) -1--2--3--4--5--6--7--8- --- Walk 1 ---0 0 0 0 0 0 0 0 Flash Don't Walk 0 0 0 0 0 16 0 0 Minimum Green 0 7 0 0 0 7 0 5 Det Limit 0 0 0 0 0 0 0 0 Max Initial 0 0 0 0 0 0 0 0 Max Green 1 0 40 0 0 0 40 0 40 Max Green 2 0 0 0 0 0 0 0 0 Max Green 3 0 0 0 0 0 0 0 0 Extension 0.0 2.0 0.0 0.0 0.0 2.0 0.0 3.0 Maximum Gap 0.0 2.0 0.0 0.0 0.0 2.0 0.0 3.0 Minimum Gap 0.0 2.0 0.0 0.0 0.0 2.0 0.0 3.0 Add Per Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Reduce Gap By 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Reduce Every 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Yellow 3.0 5.0 3.0 3.0 3.0 5.0 3.0 4.3 All-Red 0.0 1.0 0.0 0.0 0.0 1.0 0.0 1.0 Ped/Bike (2-3 ) -1--2--3--4--5--6--7--8- --- Walk 2 ---0 0 0 0 0 4 0 0 Delay/Early Walk 0 0 0 0 0 3 0 0 Solid Don't Walk 0 0 0 0 0 0 0 0 Bike Green 0 0 0 0 0 0 0 0 Bike All-Red 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P H A S E T I M I N G Red Revert OVERLAP TIMING Max 2 Extension Overlap ( 2-4 ) A B C D E F Red Revert ( 2-5 ) Max/Gap Out ( 2-7 ) Green 0.0 0.0 0.0 0.0 0.0 0.0 Time 5.0 Max Cnt 0 Yellow 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Sec/Min ( 2-6 ) Gap Cnt 0 Red 0.0 0.0 0.0 0.0 0.0 0.0 All-Red Sec/Min: OFF Post Mile: RIV-10-047.135-COOK_ST-WB PAGE 3 CHECKSUM: 0E65 Printed: 1/15/2025 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 00.0 0 Green Factors or Press [F] to Select Force-Off [ Offsets ] COORDINATION Local Plan 1...9 (7-1) TIMING DATA FREE PLAN PHASE FLAGS 15 or 254 = Flash 14 or 255 = Free Plan: 1-9 Offset A, B, or C MANUAL COMMANDS Hold Omit Veh Min Sync Lag Ped Veh Max Bike . 2 . . . 6 . 8 . 2 . . . 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . . . 6 . 8 . 2 . . . 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . . . 6 . 8 . 2 . . . 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 2 Plan 3 Plan 4 Plan 5 Plan 6 Plan 7 Plan 8 Plan 9 . 2 . . . 6 . 8 . . . . . . . 8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Plan 1 Local Plan 1...9 (7-1) PHASE FLAGS California Department of Transportation, Caltrans Location: FWY 10 @ COOK STREET WESTBOUND TSCP 2.21 Master Timer Sync ( 7-A ) Enable in Plans 1-9 . . . . . . . . . 11-19 . . . . . . . . . 21-29 . . . . . . . . . Master Sub Master Input Output ( 7-E ) Free Lag Omit . 2 . . . 6 . 8 . . . . . . . . Veh Min Veh Max . 2 . . . 6 . . . . . . . . . . Ped Bike . . . . . . . . . . . . . . . . Cond Cond Grn . . . . . . . . 10 Cycle Multi Lag Gap A B C -1--2--3--4--5--6--7--8- Plan 1 Green Factor 130 . . . . . . . . 105 24 24 94 Plan 2 Green Factor 80 . . . . . . . . 23 23 45 Plan 3 Green Factor 100 . . . . . . . . 95 28 28 60 Plan 4 Green Factor 65 . . . . . . . . 18 18 35 Plan 5 Green Factor . . . . . . . . Plan 6 Green Factor . . . . . . . . Plan 7 Green Factor . . . . . . . . Plan 8 Green Factor . . . . . . . . Plan 9 Green Factor . . . . . . . . Manual Plan (4-1) Plan OffSet A Special Function Override (4-2) # Control # Control 1 NORMAL 3 NORMAL 2 NORMAL 4 NORMAL Detector Reset (4-3) Local Manual (4-4) OFF Post Mile: RIV-10-047.135-COOK_ST-WB PAGE 4 Checksum: C002 Printed: 1/15/2025 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 00.0 California Department of Transportation, Caltrans Location: FWY 10 @ COOK STREET WESTBOUND TSCP 2.21 Local Plan 11...19 (7-2) TIMING DATA COORDINATION [ Offsets ] Green Factors or Press [F] to Select Force-Off Cycle Multi Lag Gap A B C -1--2--3--4--5--6--7--8- Plan 11 Green Factor . . . . . . . . Plan 12 Green Factor . . . . . . . . Plan 13 Green Factor . . . . . . . . Plan 14 Green Factor . . . . . . . . Plan 15 Green Factor . . . . . . . . Plan 16 Green Factor . . . . . . . . Plan 17 Green Factor . . . . . . . . Plan 18 Green Factor . . . . . . . . Plan 19 Green Factor . . . . . . . . Local Plan 11...19 (7-2) PHASE FLAGS Lag Sync Hold Omit Veh Min Veh Max Ped Bike Plan 11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 13 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 14 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 15 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 16 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 17 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 18 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 19 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Post Mile: RIV-10-047.135-COOK_ST-WB PAGE 5 CHECKSUM: 191A Printed: 1/15/2025 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 00.0 California Department of Transportation, Caltrans Location: FWY 10 @ COOK STREET WESTBOUND TSCP 2.21 Local Plan 21...29 (7-3) TIMING DATA COORDINATION [ Offsets ] Green Factors or Press [F] to Select Force-Off Cycle Multi Lag Gap A B C -1--2--3--4--5--6--7--8- Plan 21 Green Factor . . . . . . . . Plan 22 Green Factor . . . . . . . . Plan 23 Green Factor . . . . . . . . Plan 24 Green Factor . . . . . . . . Plan 25 Green Factor . . . . . . . . Plan 26 Green Factor . . . . . . . . Plan 27 Green Factor . . . . . . . . Plan 28 Green Factor . . . . . . . . Plan 29 Green Factor . . . . . . . . Local Plan 21...29 (7-3) PHASE FLAGS Lag Sync Hold Omit Veh Min Veh Max Ped Bike Plan 21 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 22 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 23 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 24 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 26 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 27 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 28 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plan 29 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Post Mile: RIV-10-047.135-COOK_ST-WB PAGE 6 CHECKSUM: 191A Printed: 1/15/2025 California Department of Transportation, Caltrans Location: FWY 10 @ COOK STREET WESTBOUND TSCP 2.21 DETECTORS Detector Attributes (5-1) Slot Detector Configuration (5-2) Failure Times(5-3) Minutes Failure Override (5-4) Det Type Phases Lock Det Delay Extend Recall Port Maximum On Time 0 Detectors 1-8 . . . . . . . . 1 2 COUNT+CALL+EXTEND COUNT+CALL+EXTEND 1 . . . . . . . 1 . . . . . . . NO NO I1U I1L 1 2 0 0 0.0 0.0 10 10 3.2 7.2 Fail Reset Time 0 Detectors 9-16 Detectors17-24 . . . . . . . . . . . . . . . . 3 4 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . 2 . . . . . . . 2 . . . . . . NO NO I2U I2L 3 4 0 0 0.0 0.0 10 10 1.1 1.5 Detectors 25-32 . . . . . . . . 5 COUNT+CALL+EXTEND . 2 . . . . . . NO I3U 5 0 0.0 10 4.5 Detectors 33-40 . . . . . . . . 6 7 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . 2 . . . . . . . 2 . . . . . . NO NO I3L I4U 6 7 0 0 0.0 0.0 10 10 6.2 2.1 Detectors 41-44 . . . . . . . . 8 COUNT+CALL+EXTEND . 2 . . . . . . NO I4L 8 0 0.0 10 7.4 System Detector Assignment (5-5) 9 10 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . 3 . . . . . . . 3 . . . . . NO NO I5U I5L 9 10 0 0 0.0 10 3.4 7.6 Sys Det 1 2 3 4 5 6 7 8 11 COUNT+CALL+EXTEND . . . 4 . . . . NO I6U 11 0 0.0 10 1.3 Det Num 0 0 0 0 0 0 0 0 12 13 14 COUNT+CALL+EXTEND COUNT+CALL+EXTEND CALL+EXTEND . . . 4 . . . . . . . 4 . . . . . . . 4 . . . . NO NO NO I6L I7U I7L 12 13 14 0 0 0 0.0 0.0 0.0 10 10 10 1.7 4.7 6.4 Sys Det Det Num 9 0 10 0 11 0 12 0 13 0 14 0 15 0 16 0 15 16 LIMITED COUNT+CALL+EXTEND . . . 4 . . . . . . . 4 . . . . NO NO I8U I8L 15 16 0 0 0.0 0.0 10 10 2.3 7.8 CIC Operation (5-6-1) 17 COUNT+CALL+EXTEND 1 . . . . . . . NO I9U 17 0 0.0 10 3.6 Enable in Plans . . . . . . . . . 18 COUNT+CALL+EXTEND . . 3 . . . . . NO I9L 18 0 0.0 10 3.8 19 COUNT+CALL+EXTEND . 2 . . . . . . NO I10U 19 0 0.0 10 4.1 CIC Values (5-6-2) Volume Occupancy Demand 20 COUNT+CALL+EXTEND . . . 4 . . . . NO I10L 20 0 0.0 10 4.2 Smoothing 0.66 0.66 0.66 21 22 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . . . 5 . . . . . . . 5 . . . NO J1U J1L 0 0.0 10 10 3.1 Multiplier 4.0 0.33 23 COUNT+CALL+EXTEND . . . . . 6 . . NO J2U 0 0.0 10 1.2 Exponent 0.50 1.00 24 25 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . . . . 6 . . . . . . . 6 . . NO NO J2L J3U 24 25 0 0 0.0 0.0 10 10 1.6 4.6 Detector-to-Phase Assignment (5-6-3) 26 COUNT+CALL+EXTEND . . . . . 6 . . NO J3L 26 0 0.0 10 6.3 Sys Det 1 2 3 4 5 6 7 8 27 28 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . . . . 6 . . . . . . . 6 . . NO NO J4U J4L 27 28 0 0 0.0 0.0 10 10 2.2 7.3 Phase 0 0 0 0 0 0 0 0 29 COUNT+CALL+EXTEND . . . . . 6 . . NO J5U 29 0 0.0 10 3.3 Sys Det 9 10 11 12 13 14 15 16 J5L Phase 0 0 0 0 0 0 0 0 31 COUNT+CALL+EXTEND . . . . . . . 8 NO J6U 31 0 0.0 10 1.4 32 COUNT+CALL+EXTEND . . . . . . . 8 NO J6L 32 0 0.0 10 1.8 33 34 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . . . . . . 8 . . . . . . . 8 NO NO J7U J7L 0 0.0 10 4.8 6.5 Input File Port-Bit Assignments 35 COUNT+CALL+EXTEND . . . . . . . 8 NO J8U 35 0 0.0 10 2.4 332 Cabinet - For Reference Only 36 37 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . . . . . . 8 . . . . 5 . . . NO NO J8L J9U 36 37 0 0 0.0 0.0 10 10 7.7 3.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 38 COUNT+CALL+EXTEND . . . . . . 7 . NO J9L 38 0 0.0 10 3.7 I-3.2 1.1 4.5 2.1 3.4 1.3 4.7 2.3 3.6 4.1 6.6 5.1 5.2 6.7 39 40 COUNT+CALL+EXTEND COUNT+CALL+EXTEND . . . . . 6 . . . . . . . . . 8 NO NO J10U J10L 39 40 0 0 0.0 0.0 10 10 4.3 4.4 7.2 1.5 6.2 7.4 7.6 1.7 6.4 7.8 3.8 4.2 2.7 5.3 5.4 6.8 41 PEDESTRIAN . 2 . . . . . . NO I12U 41 0 0.0 10 5.1 J-3.1 1.2 4.6 2.2 3.3 1.4 4.8 2.4 3.5 4.3 2.8 5.5 5.6 2.5 42 PEDESTRIAN . . . 4 . . . . NO I12L 42 0 0.0 10 5.3 7.1 1.6 6.3 7.3 7.5 1.8 6.5 7.7 3.7 4.4 6.1 5.7 5.8 2.6 43 PEDESTRIAN . . . . . 6 . . NO I13U 43 0 0.0 10 5.2 44 PEDESTRIAN . . . . . . . 8 NO I13L 44 0 0.0 10 5.4 DAFD Post Mile: RIV-10-047.135-COOK_ST-WB PAGE 7 CHECKSUM: Printed: 1/15/2025 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 0 California Department of Transportation, Caltrans Location: FWY 10 @ COOK STREET WESTBOUND TSCP 2.21 TOD SCHEDULE Table 1 (8-2-1) Table 2 (8-2-2) Table 3 (8-2-3) Time Plan OS Time Plan OS Time Plan OS 0715 1 A A A 0805 4 A A A 1730 255 A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A Table 4 (8-2-4) Table 5 (8-2-5) Table 6 (8-2-6) Time Plan OS Time Plan OS Time Plan OS A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A WEEKDAY ASSIGNMENT Weekday Table Assignments (8-2-7) Mon Tue Wed Thu Fri Sat Sun 1 1 1 1 1 2 2 Post Mile: RIV-10-047.135-COOK_ST-WB PAGE 8 CHECKSUM: 7FFF Printed: 1/15/2025 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0000 0000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 California Department of Transportation, Caltrans Location: FWY 10 @ COOK STREET WESTBOUND TSCP 2.21 HOLIDAY TABLES Floating Holiday Table (8-2-8) # Mnth Week DOW Table 1 . . . . . . . 2 . . . . . . . 3 . . . . . . . 4 . . . . . . . 5 . . . . . . . 6 . . . . . . . 7 . . . . . . . 8 . . . . . . . 9 . . . . . . . 10 . . . . . . . 11 . . . . . . . 12 . . . . . . . 13 . . . . . . . 14 . . . . . . . 15 . . . . . . . 16 . . . . . . . Fixed Holiday Table (8-2-9) # Mnth Day DOW Table 1 . . . . . . . 2 . . . . . . . 3 . . . . . . . 4 . . . . . . . 5 . . . . . . . 6 . . . . . . . 7 . . . . . . . 8 . . . . . . . 9 . . . . . . . 10 . . . . . . . 11 . . . . . . . 12 . . . . . . . 13 . . . . . . . 14 . . . . . . . 15 . . . . . . . 16 . . . . . . . Solar Clock Data (8-4) North Latitude 34 West Longitude 118 Local Time Zone 8 Sabbatical Clock (8-5) Hebrew Ped Recall Sabbath . . . . . . . . Holiday . . . . . . . . Daylight Saving (8-6) Enabled YES TOD FUNCTIONS TOD Functions (8-3) # Start End DOW Action Phases 1 . . . . . . . . . . . . . . . 2 . . . . . . . . . . . . . . . 3 . . . . . . . . . . . . . . . 4 . . . . . . . . . . . . . . . 5 . . . . . . . . . . . . . . . 6 . . . . . . . . . . . . . . . 7 . . . . . . . . . . . . . . . 8 . . . . . . . . . . . . . . . 9 . . . . . . . . . . . . . . . 10 . . . . . . . . . . . . . . . 11 . . . . . . . . . . . . . . . 12 . . . . . . . . . . . . . . . 13 . . . . . . . . . . . . . . . 14 . . . . . . . . . . . . . . . 15 . . . . . . . . . . . . . . . 16 . . . . . . . . . . . . . . . Action Codes: 0. None 1. Permitted 2. Restricted 4. Veh Min Recall 5. Veh Max Recall 6. Ped Recall 7. Bike Recall 8. Red Lock 9. Yellow Lock 10. Force/Max Lock 11.Double Entry 12. Y-Coord C 13. Y-Coord D 14. Free 15. Flashing 16. Walk 2 17. Max Green 2 18. Max Green 3 19. Rest in Walk 20. Rest in Red 21. Free Lag Phases 22. Special Functions 23. Truck Preempt 24. Conditional Service 25. Conditional Service 26. Leading Ped 27. Traffic Actuated Max 2 41. Protected Permissive 42. Protected Permissive Action Code = Phases added to normal setting 100+Action Code = Phases removed 200+Action Code = Phases replaced Post Mile: RIV-10-047.135-COOK_ST-WB PAGE 9 CHECKSUM: D2FD Printed: 1/15/2025 0 0 0 0 0 0 0 0 000-0000 0 0 0 000-0000 0 0 0 000-0000 0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 00.0 00 00.0 00 00.0 00 00.0 Line Out Long Distance Area Code Local Toll Phone Number Delay 10 Callback Numbers (6-3...3) 10 10 Line Out Long Distance Area Code Local Toll Phone Number Delay Line Out Long Distance Area Code Local Toll Phone Number Delay # Data OP Data OP Data OP Data 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Soft Logic ( 6-2 ) *Refer to User's Manual for Data and OP Codes NETWORK Network (6-4) Address 172 19 . . Port 27117 Protocol AB3418 255 255 . . 172 19 . . 172 19 . . Type STATIC Central Access 6 Field Access 7 IP Address Netmask Broadcast Gateway California Department of Transportation, Caltrans Location: FWY 10 @ COOK STREET WESTBOUND TSCP 2.21 COMMUNICATIONS C2 (6-1-1) C20 (6-1-2) C21 (6-1-3) Address 1 Address Address Protocol AB3418 Protocol AB3418 Protocol AB3418 Access Level 7 Access Level 0 Access Level 0 Baud 9600 Baud 1200 Baud 1200 Parity NONE Parity NONE Parity NONE Data Bits 8 Data Bits 8 Data Bits 8 Stop Bits 1 Stop Bits 1 Stop Bits 1 RTS On Time 20 RTS On Time 20 RTS On Time 20 RTS Off Time 20 RTS Off Time 20 RTS Off Time 20 Handshaking NORMAL Handshaking NORMAL Handshaking NORMAL Access Levels: 0-Full Access 1-Status Only 2-Status, Set Pattern, Time 3-Status, Set Pattern, Time, Manual Plan 4-Reserved 5-Full Access with No Set Pattern 6-Full Access with No Set Time 7-Full Access with No Set Pattern, Manual Plan 8-Full Access with No Set Time, Pattern, SOFT LOGIC CALLBACK NUMBERS Manual Plan Post Mile: RIV-10-047.135-COOK_ST-WB PAGE 10 ChkSumP 19E8 20 . 117 254 . 0 21 .255 21 .254 Printed: 1/15/2025 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 Delay Clear 1 Clear 2 Clear 3 Hold Exit Min Grn Ped Clr ( 3-2-1 ) Grn Hold Pedestrian Flags (3-2-3) Overlap Flags (3-2-4) Phase Flags (3-2-2) Yel Flash Red Flash Walk Flash DW Solid DW Grn Hold Yel Flash Red Flash 10 RR 2 . . . 4 . . 7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . 4 . 6 . 8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2 3 . . 6 . . . . . . . . . . . . . . . . . . . 2 . . . 6 . . . . . . . . . . . . . 4 . . . 8 . . . . . . . . . . . . . . . . . . Exit Parameters (3-2-5) Configuration (3-2-6) Phase Green . . . . . . . . Overlap Green . . . . . . Vehicle Call . . . 4 . . 7 . Ped Call . . . . . . . . 2.6 Latching YES Power-up DARK Timing Primary Port Secondary Port 0.0 Delay Clear 1 10 Clear 2 Clear 3 Hold Exit Min Grn Ped Clr . 2 . . 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . 4 . 6 . 8 . . . . . . . . . . . . . . . . . . Pedestrian Flags (3-1-3) Overlap Flags (3-1-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2 3 4 5 6 7 8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A B C D E F ( 3-1-1 ) Phase Flags (3-1-2) Phase Green . . . . . . . . Overlap Green . . . . . . Vehicle Call 1 2 3 4 5 6 7 8 Ped Call . 2 . 4 . 6 . 8 Exit Parameters (3-1-5) 2.5 Latching YES Power-Up FLASHING Configuration (3-1-6) RR 1 Primary Port Walk Flash DW Solid DW Grn Hold Yel Flash Red Flash Grn Hold Yel Flash Red Flash Timing Secondary Port 0.0 California Department of Transportation, Caltrans Location: FWY 10 @ COOK STREET WESTBOUND TSCP 2.21 RAILROAD PREEMPTION EMERGENCY VEHICLE PREEMPTION EVA (3-A) Preempt Timers Phase Green Overlap Green Delay Clear Max 10 60 . . 3 . . . . 8 . . . . . . EVB (3-B) Preempt Timers Phase Green Overlap Green Delay Clear Max 10 60 . . . 4 . . 7 . . . . . . . Port Latching Phase Termination 5.5 NO ADVANCE Port Latching Phase Termination 5.6 NO ADVANCE EVC (3-C) Preempt Timers Phase Green Overlap Green Delay Clear Max 10 60 . 2 . . . 6 . . . . . . . . EVD (3-D) Preempt Timers Phase Green Overlap Green Delay Clear Max 10 60 . . 3 . . . . 8 . . . . . . Port Latching Phase Termination 5.7 NO ADVANCE Port Latching Phase Termination 5.8 NO ADVANCE Post Mile: RIV-10-047.135-COOK_ST-WB PAGE 11 CHECKSUM: 574B Printed: 1/15/2025 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 California Department of Transportation, Caltrans Location: FWY 10 @ COOK STREET WESTBOUND TSCP 2.21 INPUTS 7 Wire I/C ( 2-1-5-1 ) Input Port Input Port Enable NO R1 3.8 Free 3.6 Max ON R2 3.5 D2 2.8 Max OFF R3 3.7 D3 6.1 Manual Control ( 2-1-5-2 ) Input Port Manual Advance Advance Enable Battery Backup ( 2-1-5-5 ) Port Operation 2.7 FLASHING Cabinet Status ( 2-1-5-3 ) Input Port Flash Bus Door Ajar Flash Sense 6.7 Stop Time 6.8 Special Function (2-1-5-4) Input Port 1 2 3 4 Y-Coordination ( 2-1-5-6 ) Port C Port D 6.1 2.8 OUTPUTS Loadswitch Codes: 51-57 Special Functions 0 Unused (no output) 71-72 Seven Wire I/C 1-8 Vehicle 1-8 9-14 Overlap A-F 21-28 Ped 1-8 + middle output of 41-47 Special Functions loadswitches 3 and 6 41 Protected Permissive Flashing Phase 1 Channel 9 and 10 Loadswitch Assignments ( 2-1-6 ) + A 1 2 22 3 4 24 9 B 5 6 26 7 8 28 10 X 13 14 0 11 12 0 0 43 Protected Permissive Flashing Phase 3 45 Protected Permissive Flashing Phase 5 47 Protected Permissive Flashing Phase 7 Post Mile: RIV-10-047.135-COOK_ST-WB PAGE 12 CHECKSUM: D68F Printed: 1/15/2025 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 00.0 00.0 Max Grn Hold Hold Phase Free Plans (3-E-E) . . . . . . . . Timeout 30 Access Utilities (9-5) Password *** Transit Priority Configuration (3-E-A) Plan 1-9 . . . . . . . . . Plan 11-19 . . . . . . . . . Plan 11 Plan 12 Plan 13 Plan 14 Plan 15 Plan 16 Plan 17 Plan 18 Plan 19 Green Factor Green Factor Green Factor Green Factor Green Factor Green Factor Green Factor Green Factor Green Factor Input 0.0 0.0 Type OPT OPT Enable in Plans Stop 0 0 Go 0 0 Indicator Output Grn Hold Hold Phase Queue Jump (3-E-B) . . . . . . . . . . . . . . . . California Department of Transportation, Caltrans Location: FWY 10 @ COOK STREET WESTBOUND TSCP 2.21 TRANSIT PRIORITY Local Plans (3-E) 1...9 11...19 Early Green Green Extend Inhibit Cycles Phase 1 Minimum Phase 2 Minimum Phase 3 Minimum Phase 4 Minimum Phase 5 Minimum Phase 6 Minimum Phase 7 Minimum Phase 8 Minimum Plan 1 Green Factor Plan 2 Green Factor Plan 3 Green Factor Plan 4 Green Factor Plan 5 Green Factor Plan 6 Green Factor Plan 7 Green Factor Plan 8 Green Factor Plan 9 Green Factor YELLOW YIELD COORDINATION Force-Offs Y-Coord Plans (7-C,D) Long Grn No Grn Offset Perm -1--2--3--4--5--6--7--8-Coord Lag Min Recall Restricted Plan C 0 0 0 0 0 0 0 0 0 0 0 0 . 2 . . . 6 . . . 2 . 4 . 6 . 8 . . . . . . . . . . . . . . . . Plan D 0 0 0 0 0 0 0 0 0 0 0 0 . 2 . . . 6 . . . 2 . 4 . 6 . 8 . . . . . . . . . . . . . . . . TRUCK PRIORITY Truck Priority (3-F) Passage CarryOver Clearance Next Priority Phase Green Det 2 Port Det 3 Port Det 4 Port Sign Output Slave Input Slave Output . . . . . . . . 0.0 0.0 0.0 0 0.0 0 Post Mile: RIV-10-047.135-COOK_ST-WB PAGE 13 CHECKSUM: 86F7 Printed: 1/15/2025 Appendix C: Existing Synchro Worksheets Michael Baker NTER 0 h 1 *14, HCM 6th Signalized Intersection Summary Existing AM Peak Hour 1: Cook St & I-10 NB On Ramp/I-10 NB Off Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 0 0 0 0 0 0 1263 1263 0 1.00 1.00 1870 1488 0.92 2 1710 0.48 3563 1488 1781 35.4 35.4 1.00 1710 0.87 3033 1.00 1.00 22.0 1.5 0.0 14.2 23.5 C 3 3 0 1.00 No 1870 0 0.92 2 898 0.00 1870 0 1870 0.0 0.0 898 0.00 1592 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1488 23.5 C 111 111 0 1.00 1.00 1870 0 0.92 2 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 344 344 0 1.00 No 1870 374 0.92 2 1425 0.40 3741 374 1777 6.7 6.7 1425 0.26 1425 1.00 1.00 19.0 0.4 0.0 2.5 19.5 B 374 19.5 B 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 407 407 0 1.00 No 1870 442 0.92 2 1878 0.40 4852 319 1702 5.9 5.9 1365 0.23 1365 1.00 1.00 18.8 0.4 0.0 2.1 19.2 B 490 19.3 B 44 44 0 1.00 1.00 1870 48 0.92 2 201 0.40 501 171 1780 6.0 6.0 0.28 714 0.24 714 1.00 1.00 18.8 0.8 0.0 2.4 19.6 B Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 2 44.0 6.0 38.0 8.7 2.1 6 44.0 6.0 38.0 8.0 2.7 8 50.8 5.3 80.7 37.4 8.1 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 22.0 C Notes User approved volume balancing among the lanes for turning movement. Scenario 1 Catavina Residential 2:36 pm 01/28/2025 Existing AM Peak Hour Synchro 11 Report Page 1 h f 11 h *1 HCM 6th Signalized Intersection Summary Existing AM Peak Hour 2: Cook St & I-10 SB Off Ramp/I-10 SB On Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 88 88 0 1.00 1.00 1870 105 0.84 2 475 0.27 1781 105 1781 6.0 6.0 1.00 475 0.22 475 1.00 1.00 37.1 0.2 0.0 2.7 37.4 D 1 1 0 1.00 No 1870 0 0.84 2 0 0.00 0 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1060 112.2 F 801 801 0 1.00 1.00 1870 955 0.84 2 846 0.27 3170 955 1585 34.7 34.7 1.00 846 1.13 846 1.00 1.00 47.7 72.7 0.0 22.2 120.4 F 0 0 0 0 0 0 0 0 0 1.00 1.00 0 0 0.84 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 588 588 0 1.00 No 1870 700 0.84 2 1900 0.56 3572 700 1702 14.9 14.9 1900 0.37 1900 1.00 1.00 16.0 0.6 0.0 5.4 16.5 B 1154 17.8 B 381 381 0 1.00 1.00 1870 454 0.84 2 885 0.56 1585 454 1585 23.0 23.0 1.00 885 0.51 885 1.00 1.00 17.8 2.1 0.0 8.1 19.9 B 62 62 0 1.00 1.00 1870 74 0.84 2 95 0.05 1781 74 1781 5.3 5.3 1.00 95 0.78 281 1.00 1.00 60.8 12.9 0.0 2.7 73.7 E 1621 1621 0 1.00 No 1870 1930 0.84 2 3299 0.65 5274 1930 1702 28.0 28.0 3299 0.58 3299 1.00 1.00 13.1 0.8 0.0 9.3 13.8 B 2004 16.1 B 0 0 0 1.00 1.00 0 0 0.84 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 1 11.4 4.5 20.5 7.3 0.1 2 78.6 6.0 59.0 25.0 8.2 4 40.0 5.3 34.7 36.7 0.0 6 90.0 6.0 84.0 30.0 21.2 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 40.7 D Notes User approved volume balancing among the lanes for turning movement. Scenario 1 Catavina Residential 2:36 pm 01/28/2025 Existing AM Peak Hour Synchro 11 Report Page 2 Li5Fl A’ f A’II f A’ tff HCM 6th Signalized Intersection Summary Existing AM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations Traffic Volume (veh/h) 10 270 139 111 31 254 133 2 150 569 27 70 Future Volume (veh/h) 10 270 139 111 31 254 133 2 150 569 27 70 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 321 165 0 37 302 158 179 677 32 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 398 796 117 507 226 251 2447 691 Arrive On Green 0.12 0.22 0.00 0.03 0.14 0.14 0.07 0.44 0.44 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 5611 1585 Grp Volume(v), veh/h 321 165 0 37 302 158 179 677 32 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1870 1585 Q Serve(g_s), s 7.9 3.3 0.0 0.9 6.9 8.3 4.4 6.7 1.0 Cycle Q Clear(g_c), s 7.9 3.3 0.0 0.9 6.9 8.3 4.4 6.7 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 398 796 117 507 226 251 2447 691 V/C Ratio(X) 0.81 0.21 0.32 0.60 0.70 0.71 0.28 0.05 Avail Cap(c_a), veh/h 440 1634 198 1385 618 258 2447 691 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.6 27.5 0.0 41.1 35.0 35.6 39.6 15.8 14.2 Incr Delay (d2), s/veh 9.8 0.1 0.0 1.5 1.1 3.9 8.7 0.3 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 %ile BackOfQ(50%),veh/ln 3.7 1.3 0.0 0.4 2.9 3.2 2.0 2.5 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.4 27.7 0.0 42.7 36.2 39.5 48.3 16.0 14.3 LnGrp LOS D C D D D D B B Approach Vol, veh/h 486 497 888 Approach Delay, s/veh 40.7 37.7 22.5 Approach LOS D D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.6 43.3 7.5 24.8 10.8 44.1 14.5 17.7 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 11.9 33.4 5.0 40.1 6.5 38.8 11.1 34.0 Max Q Clear Time (g_c+I1), s 6.9 8.7 2.9 5.3 6.4 37.3 9.9 10.3 Green Ext Time (p_c), s 0.3 4.2 0.0 0.9 0.0 1.4 0.1 2.2 Intersection Summary HCM 6th Ctrl Delay 30.2 HCM 6th LOS C Notes User approved ignoring U-Turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Scenario 1 Catavina Residential 2:36 pm 01/28/2025 Existing AM Peak Hour Synchro 11 Report Page 3 A’ *f HCM 6th Signalized Intersection Summary Existing AM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 167 1531 561 Future Volume (veh/h) 167 1531 561 Initial Q (Qb), veh 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1870 1870 Adj Flow Rate, veh/h 199 1823 668 Peak Hour Factor 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 Cap, veh/h 281 2496 705 Arrive On Green 0.08 0.44 0.44 Sat Flow, veh/h 3456 5611 1585 Grp Volume(v), veh/h 199 1823 668 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 Q Serve(g_s), s 4.9 23.3 35.3 Cycle Q Clear(g_c), s 4.9 23.3 35.3 Prop In Lane 1.00 1.00 Lane Grp Cap(c), veh/h 281 2496 705 V/C Ratio(X) 0.71 0.73 0.95 Avail Cap(c_a), veh/h 471 2496 705 HCM Platoon Ratio 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.1 19.9 23.2 Incr Delay (d2), s/veh 3.3 1.9 23.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 9.0 15.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.3 21.8 46.5 LnGrp LOS D C D Approach Vol, veh/h 2690 Approach Delay, s/veh 29.5 Approach LOS C Timer - Assigned Phs Scenario 1 Catavina Residential 2:36 pm 01/28/2025 Existing AM Peak Hour Synchro 11 Report Page 4 Lane Configurations h 11 h 1 r 4 4 l HCM 6th TWSC Existing AM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 02/28/2025 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 8 513 0 0 444 8 0 0 0 23 0 23 Future Vol, veh/h 8 513 0 0 444 8 0 0 0 23 0 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 140 --270 -100 ------ 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 9 558 0 0 483 9 0 0 0 25 0 25 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 492 0 0 558 0 0 818 1068 279 780 1059 242 Stage 1 ------576 576 -483 483 - Stage 2 ------242 492 -297 576 - Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1068 --1009 --268 220 718 285 223 759 Stage 1 ------470 500 -534 551 - Stage 2 ------740 546 -687 500 - Platoon blocked, % ---- Mov Cap-1 Maneuver 1068 --1009 --258 218 718 283 221 759 Mov Cap-2 Maneuver ------258 218 -283 221 - Stage 1 ------466 496 -530 551 - Stage 2 ------716 546 -681 496 - Approach EB WB NB SB HCM Control Delay, s 0.1 0 0 14.9 HCM LOS A B HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 0 A - 0.008 8.4 A 0 - - - - - - - - - 0 A 0 - - - - - - - - 0.121 14.9 B 0.4 Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) -1068 --1009 --412 Scenario 1 Catavina Residential 2:36 pm 01/28/2025 Existing AM Peak Hour Synchro 11 Report Page 1 h 1 f h 1 f h 11 h *1 HCM 6th Signalized Intersection Summary Existing AM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 250 221 85 147 215 250 243 35 250 670 55 Future Volume (veh/h) 65 250 221 85 147 215 250 243 35 250 670 55 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 71 272 240 92 160 234 272 264 38 272 728 60 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 91 673 300 118 726 324 311 1588 222 311 1687 138 Arrive On Green 0.05 0.19 0.19 0.07 0.20 0.20 0.17 0.35 0.35 0.17 0.35 0.35 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 4528 633 1781 4809 394 Grp Volume(v), veh/h 71 272 240 92 160 234 272 197 105 272 514 274 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1702 1756 1781 1702 1799 Q Serve(g_s), s 3.5 6.0 12.9 4.6 3.4 12.3 13.3 3.6 3.7 13.3 10.3 10.4 Cycle Q Clear(g_c), s 3.5 6.0 12.9 4.6 3.4 12.3 13.3 3.6 3.7 13.3 10.3 10.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.36 1.00 0.22 Lane Grp Cap(c), veh/h 91 673 300 118 726 324 311 1194 616 311 1194 631 V/C Ratio(X) 0.78 0.40 0.80 0.78 0.22 0.72 0.87 0.16 0.17 0.87 0.43 0.43 Avail Cap(c_a), veh/h 141 1191 531 169 1247 556 408 1194 616 408 1194 631 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 42.0 31.8 34.7 41.2 29.7 33.3 36.0 20.0 20.1 36.0 22.2 22.3 Incr Delay (d2), s/veh 13.3 0.4 4.9 13.7 0.2 3.1 15.1 0.3 0.6 15.1 1.1 2.2 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 1.8 2.4 5.0 2.3 1.4 4.7 6.6 1.3 1.5 6.6 3.9 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.3 32.2 39.5 54.9 29.8 36.3 51.1 20.3 20.7 51.1 23.4 24.4 LnGrp LOS E C D D C D D C C D C C Approach Vol, veh/h 583 486 574 1060 Approach Delay, s/veh 38.0 37.7 35.0 30.7 Approach LOS D D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 20.1 36.7 10.4 22.3 20.1 36.7 9.1 23.6 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 20.5 31.4 8.5 30.0 20.5 31.4 7.1 31.4 Max Q Clear Time (g_c+I1), s 15.3 5.7 6.6 14.9 15.3 12.4 5.5 14.3 Green Ext Time (p_c), s 0.3 1.6 0.0 2.0 0.3 4.2 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 34.5 HCM 6th LOS C Scenario 1 Catavina Residential 2:36 pm 01/28/2025 Existing AM Peak Hour Synchro 11 Report Page 5 1 f 1 f *1 I" **f HCM 6th Signalized Intersection Summary Existing AM Peak Hour 6: Cook St & Frank Sinatra Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 171 64 74 76 121 45 44 555 13 27 1331 282 Future Volume (veh/h) 171 64 74 76 121 45 44 555 13 27 1331 282 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 199 74 86 88 141 52 51 645 15 31 1548 328 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 286 574 256 195 481 215 152 1720 40 110 2413 749 Arrive On Green 0.08 0.16 0.16 0.06 0.14 0.14 0.04 0.48 0.48 0.03 0.47 0.47 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3550 83 3456 5106 1585 Grp Volume(v), veh/h 199 74 86 88 141 52 51 323 337 31 1548 328 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1856 1728 1702 1585 Q Serve(g_s), s 4.1 1.3 3.6 1.8 2.6 2.2 1.1 8.4 8.5 0.6 16.9 10.2 Cycle Q Clear(g_c), s 4.1 1.3 3.6 1.8 2.6 2.2 1.1 8.4 8.5 0.6 16.9 10.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 1.00 Lane Grp Cap(c), veh/h 286 574 256 195 481 215 152 861 899 110 2413 749 V/C Ratio(X) 0.70 0.13 0.34 0.45 0.29 0.24 0.34 0.37 0.38 0.28 0.64 0.44 Avail Cap(c_a), veh/h 351 1665 743 276 1588 708 234 861 899 234 2413 749 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 26.5 27.4 33.7 28.7 28.5 34.3 12.0 12.0 34.9 14.7 13.0 Incr Delay (d2), s/veh 4.5 0.1 0.8 1.6 0.3 0.6 1.3 1.2 1.2 1.4 1.3 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.5 1.3 0.7 1.0 0.8 0.4 2.9 3.0 0.3 5.3 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.4 26.6 28.2 35.3 29.1 29.1 35.6 13.2 13.2 36.3 16.1 14.8 LnGrp LOS D C C D C C D B B D B B Approach Vol, veh/h 359 281 711 1907 Approach Delay, s/veh 33.0 31.1 14.8 16.2 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.9 41.1 8.7 17.2 7.7 40.2 10.6 15.3 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 5.0 34.9 5.9 34.6 5.0 34.9 7.5 33.0 Max Q Clear Time (g_c+I1), s 2.6 10.5 3.8 5.6 3.1 18.9 6.1 4.6 Green Ext Time (p_c), s 0.0 3.4 0.0 0.6 0.0 9.7 0.1 0.9 Intersection Summary HCM 6th Ctrl Delay 19.0 HCM 6th LOS B Scenario 1 Catavina Residential 2:36 pm 01/28/2025 Existing AM Peak Hour Synchro 11 Report Page 6 Lane Configurations F h 1 r h 114 l HCM 6th TWSC Existing AM Peak Hour 7: Portola Ave & Driveway/Desert Willow Ct 02/28/2025 Intersection Int Delay, s/veh 0.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 0 0 0 1 0 1 0 422 3 9 781 0 Future Vol, veh/h 0 0 0 1 0 1 0 422 3 9 781 0 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 ---100 -160 100 -- 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 0 0 0 1 0 1 0 459 3 10 849 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1099 -425 904 1328 230 849 0 0 462 0 0 Stage 1 869 --459 459 ------- Stage 2 230 --445 869 ------- Critical Hdwy 7.54 -6.94 7.54 6.54 6.94 4.14 --4.14 -- Critical Hdwy Stg 1 6.54 --6.54 5.54 ------- Critical Hdwy Stg 2 6.54 --6.54 5.54 ------- Follow-up Hdwy 3.52 -3.32 3.52 4.02 3.32 2.22 --2.22 -- Pot Cap-1 Maneuver 167 0 578 232 154 772 785 --1095 -- Stage 1 313 0 -551 565 ------- Stage 2 752 0 -562 367 ------- Platoon blocked, % ---- Mov Cap-1 Maneuver 166 -578 230 153 772 785 --1095 -- Mov Cap-2 Maneuver 166 --230 153 ------- Stage 1 313 --551 565 ------- Stage 2 751 --557 364 ------- Approach EB WB NB SB HCM Control Delay, s 0 15.2 0 0.1 HCM LOS A C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 785 ----354 1095 -- HCM Lane V/C Ratio -----0.006 0.009 -- HCM Control Delay (s) 0 --0 0 15.2 8.3 -- HCM Lane LOS A --A A C A -- HCM 95th %tile Q(veh) 0 ----0 0 -- Scenario 1 Catavina Residential 2:36 pm 01/28/2025 Existing AM Peak Hour Synchro 11 Report Page 2 h 1 f h 1 f h 1 f h *1 HCM 6th Signalized Intersection Summary Existing AM Peak Hour 8: Portola Ave & Country Club Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 371 170 130 811 66 240 409 131 72 575 281 Future Volume (veh/h) 43 371 170 130 811 66 240 409 131 72 575 281 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 47 408 187 143 891 73 264 449 144 79 632 309 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 64 819 366 172 1036 462 295 1509 673 101 730 357 Arrive On Green 0.04 0.23 0.23 0.10 0.29 0.29 0.17 0.42 0.42 0.06 0.32 0.32 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 3554 1585 1781 2313 1131 Grp Volume(v), veh/h 47 408 187 143 891 73 264 449 144 79 486 455 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1777 1585 1781 1777 1667 Q Serve(g_s), s 2.7 10.2 10.6 8.1 24.3 3.5 14.9 8.5 5.9 4.5 26.4 26.4 Cycle Q Clear(g_c), s 2.7 10.2 10.6 8.1 24.3 3.5 14.9 8.5 5.9 4.5 26.4 26.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.68 Lane Grp Cap(c), veh/h 64 819 366 172 1036 462 295 1509 673 101 561 526 V/C Ratio(X) 0.73 0.50 0.51 0.83 0.86 0.16 0.89 0.30 0.21 0.78 0.87 0.87 Avail Cap(c_a), veh/h 90 1004 448 182 1188 530 321 1509 673 181 561 526 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 49.0 34.3 34.4 45.5 34.4 27.0 41.9 19.4 18.7 47.7 33.0 33.0 Incr Delay (d2), s/veh 16.8 0.5 1.1 25.3 5.9 0.2 24.5 0.5 0.7 12.0 16.2 17.1 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 1.4 4.2 4.0 4.7 10.7 1.3 8.1 3.3 2.2 2.2 12.9 12.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.8 34.8 35.5 70.8 40.3 27.2 66.4 19.9 19.4 59.7 49.3 50.2 LnGrp LOS E C D E D C E B B E D D Approach Vol, veh/h 642 1107 857 1020 Approach Delay, s/veh 37.3 43.4 34.2 50.5 Approach LOS D D C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.3 48.9 14.4 29.0 21.5 37.7 8.2 35.2 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 10.4 40.5 10.5 29.0 18.5 32.4 5.2 34.3 Max Q Clear Time (g_c+I1), s 6.5 10.5 10.1 12.6 16.9 28.4 4.7 26.3 Green Ext Time (p_c), s 0.0 3.1 0.0 2.7 0.1 1.9 0.0 3.6 Intersection Summary HCM 6th Ctrl Delay 42.1 HCM 6th LOS D Scenario 1 Catavina Residential 2:36 pm 01/28/2025 Existing AM Peak Hour Synchro 11 Report Page 7 h 1 *14, HCM 6th Signalized Intersection Summary Existing PM Peak Hour 1: Cook St & I-10 NB On Ramp/I-10 NB Off Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 0 0 0 0 0 0 12 12 0 1.00 1.00 1870 14 0.92 2 58 0.02 3563 14 1781 0.4 0.4 1.00 58 0.24 1276 1.00 1.00 47.1 2.1 0.0 0.2 49.2 D 0 0 0 1.00 No 1870 0 0.92 2 30 0.00 1870 0 1870 0.0 0.0 30 0.00 670 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 14 49.2 D 1 1 0 1.00 1.00 1870 0 0.92 2 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 846 846 0 1.00 No 1870 920 0.92 2 3082 0.87 3741 920 1777 4.5 4.5 3082 0.30 3082 1.00 1.00 1.2 0.2 0.0 0.1 1.4 A 920 1.4 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 369 369 0 1.00 No 1870 401 0.92 2 2952 0.87 3572 401 1702 1.7 1.7 2952 0.14 2952 1.00 1.00 1.0 0.1 0.0 0.0 1.1 A 1117 2.3 A 659 659 0 1.00 1.00 1870 716 0.92 2 1374 0.87 1585 716 1585 10.6 10.6 1.00 1374 0.52 1374 1.00 1.00 1.6 1.4 0.0 0.5 3.0 A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 2 90.0 6.0 84.0 6.5 6.7 6 90.0 6.0 84.0 12.6 9.2 8 6.9 5.3 34.7 2.4 0.0 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 2.2 A Notes User approved volume balancing among the lanes for turning movement. Scenario 2 Catavina Residential 3:52 pm 02/13/2025 Existing PM Peak Hour Synchro 11 Report Page 1 h f 11 h *1 HCM 6th Signalized Intersection Summary Existing PM Peak Hour 2: Cook St & I-10 SB Off Ramp/I-10 SB On Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 309 309 0 1.00 1.00 1870 343 0.90 2 550 0.31 1781 343 1781 21.3 21.3 1.00 550 0.62 561 1.00 1.00 38.2 2.1 0.0 9.6 40.3 D 7 7 0 1.00 No 1870 0 0.90 2 0 0.00 0 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1268 54.8 D 828 828 0 1.00 1.00 1870 925 0.90 2 979 0.31 3170 925 1585 36.8 36.8 1.00 979 0.94 999 1.00 1.00 43.6 16.7 0.0 16.6 60.2 E 0 0 0 0 0 0 0 0 0 1.00 1.00 0 0 0.90 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1410 1410 0 1.00 No 1870 1567 0.90 2 2330 0.55 4401 1258 1702 34.1 34.1 1874 0.67 1874 1.00 1.00 20.7 1.9 0.0 12.6 22.7 C 1896 23.3 C 296 296 0 1.00 1.00 1870 329 0.90 2 486 0.55 883 638 1711 34.5 34.5 0.52 942 0.68 942 1.00 1.00 20.8 3.9 0.0 13.3 24.7 C 16 16 0 1.00 1.00 1870 18 0.90 2 33 0.02 1781 18 1781 1.3 1.3 1.00 33 0.55 90 1.00 1.00 62.9 13.5 0.0 0.7 76.4 E 365 365 0 1.00 No 1870 406 0.90 2 3083 0.60 5274 406 1702 4.4 4.4 3083 0.13 3083 1.00 1.00 11.0 0.1 0.0 1.5 11.1 B 424 13.9 B 0 0 0 1.00 1.00 0 0 0.90 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 1 6.9 4.5 6.5 3.3 0.0 2 77.1 6.0 67.0 36.5 15.5 4 45.2 5.3 40.7 38.8 1.1 6 84.0 6.0 78.0 6.4 2.5 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 33.4 C Notes User approved volume balancing among the lanes for turning movement. Scenario 2 Catavina Residential 3:52 pm 02/13/2025 Existing PM Peak Hour Synchro 11 Report Page 2 5 wl A’ f A’II f A’ iff HCM 6th Signalized Intersection Summary Existing PM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Volume (veh/h) 10 331 375 220 6 98 348 290 Future Volume (veh/h) 10 331 375 220 6 98 348 290 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 352 399 0 104 370 309 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 419 1090 166 830 370 Arrive On Green 0.12 0.31 0.00 0.05 0.23 0.23 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 352 399 0 104 370 309 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 9.8 8.6 0.0 2.9 8.7 18.2 Cycle Q Clear(g_c), s 9.8 8.6 0.0 2.9 8.7 18.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 419 1090 166 830 370 V/C Ratio(X) 0.84 0.37 0.63 0.45 0.83 Avail Cap(c_a), veh/h 441 1415 265 1233 550 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.1 26.5 0.0 45.8 32.1 35.7 Incr Delay (d2), s/veh 13.1 0.2 0.0 3.8 0.4 7.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 3.4 0.0 1.3 3.6 7.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.3 26.7 0.0 49.6 32.5 42.8 LnGrp LOS E C D C D Approach Vol, veh/h 751 783 Approach Delay, s/veh 40.1 38.8 Approach LOS D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.7 40.7 9.2 35.3 15.8 37.6 16.4 28.2 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 11.0 32.9 7.5 39.0 11.6 32.3 12.5 34.0 Max Q Clear Time (g_c+I1), s 8.0 17.3 4.9 10.6 11.3 12.6 11.8 20.2 Green Ext Time (p_c), s 0.2 6.3 0.1 2.3 0.0 5.0 0.1 2.7 Intersection Summary HCM 6th Ctrl Delay 34.5 HCM 6th LOS C Notes User approved ignoring U-Turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 6 6 314 314 0 1.00 1.00 1870 334 0.94 2 399 0.12 3456 334 1728 9.3 9.3 1.00 399 0.84 409 1.00 1.00 42.4 13.9 0.0 4.5 56.3 E 1038 1038 0 1.00 No 1870 1104 0.94 2 2028 0.36 5611 1104 1870 15.3 15.3 2028 0.54 2028 1.00 1.00 24.9 1.1 0.0 6.3 25.9 C 1517 32.4 C 74 74 0 1.00 1.00 1870 79 0.94 2 573 0.36 1585 79 1585 3.3 3.3 1.00 573 0.14 573 1.00 1.00 21.0 0.5 0.0 1.2 21.5 C Scenario 2 Catavina Residential 3:52 pm 02/13/2025 Existing PM Peak Hour Synchro 11 Report Page 3 LA f A’ iff fLane Configurations HCM 6th Signalized Intersection Summary Existing PM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement SBU SBL SBT SBR Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 31 31 205 205 0 1.00 1.00 1870 218 0.94 2 290 0.08 3456 218 1728 6.0 6.0 1.00 290 0.75 388 1.00 1.00 43.9 5.6 0.0 2.7 49.5 D 734 734 0 1.00 No 1870 781 0.94 2 1850 0.33 5611 781 1870 10.6 10.6 1850 0.42 1850 1.00 1.00 25.6 0.7 0.0 4.4 26.3 C 1129 30.6 C 122 122 0 1.00 1.00 1870 130 0.94 2 523 0.33 1585 130 1585 5.9 5.9 1.00 523 0.25 523 1.00 1.00 24.0 1.1 0.0 2.2 25.1 C Timer - Assigned Phs Scenario 2 Catavina Residential 3:52 pm 02/13/2025 Existing PM Peak Hour Synchro 11 Report Page 4 Lane Configurations h 11 h 1 r 4 4 l HCM 6th TWSC Existing PM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 02/28/2025 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 26 577 0 0 452 26 0 0 0 15 0 15 Future Vol, veh/h 26 577 0 0 452 26 0 0 0 15 0 15 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 140 --270 -100 ------ 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 28 627 0 0 491 28 0 0 0 16 0 16 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 519 0 0 627 0 0 929 1202 314 861 1174 246 Stage 1 ------683 683 -491 491 - Stage 2 ------246 519 -370 683 - Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1043 --951 --222 183 682 249 190 754 Stage 1 ------405 447 -528 546 - Stage 2 ------736 531 -622 447 - Platoon blocked, % ---- Mov Cap-1 Maneuver 1043 --951 --213 178 682 244 185 754 Mov Cap-2 Maneuver ------213 178 -244 185 - Stage 1 ------394 435 -514 546 - Stage 2 ------720 531 -605 435 - Approach EB WB NB SB HCM Control Delay, s 0.4 0 0 15.7 HCM LOS A C HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 0 A - 0.027 8.5 A 0.1 - - - - - - - - - 0 A 0 - - - - - - - - 0.088 15.7 C 0.3 Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) -1043 --951 --369 Scenario 2 Catavina Residential 3:52 pm 02/13/2025 Existing PM Peak Hour Synchro 11 Report Page 1 h 1 f h 1 f h 11 h *1 HCM 6th Signalized Intersection Summary Existing PM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 145 217 230 65 148 150 285 495 75 250 451 45 Future Volume (veh/h) 145 217 230 65 148 150 285 495 75 250 451 45 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 158 236 250 71 161 163 310 538 82 272 490 49 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 190 686 306 92 490 219 343 1656 248 307 1651 163 Arrive On Green 0.11 0.19 0.19 0.05 0.14 0.14 0.19 0.37 0.37 0.17 0.35 0.35 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 4482 672 1781 4724 466 Grp Volume(v), veh/h 158 236 250 71 161 163 310 407 213 272 351 188 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1702 1749 1781 1702 1786 Q Serve(g_s), s 8.0 5.3 13.9 3.6 3.8 9.1 15.6 7.9 8.1 13.7 6.9 7.0 Cycle Q Clear(g_c), s 8.0 5.3 13.9 3.6 3.8 9.1 15.6 7.9 8.1 13.7 6.9 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.38 1.00 0.26 Lane Grp Cap(c), veh/h 190 686 306 92 490 219 343 1258 646 307 1189 624 V/C Ratio(X) 0.83 0.34 0.82 0.77 0.33 0.75 0.90 0.32 0.33 0.88 0.30 0.30 Avail Cap(c_a), veh/h 190 1203 537 169 1160 518 359 1258 646 347 1189 624 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 40.2 32.0 35.5 43.1 35.8 38.1 36.2 20.7 20.8 37.1 21.7 21.7 Incr Delay (d2), s/veh 25.7 0.3 5.3 13.0 0.4 5.0 24.6 0.7 1.4 21.1 0.6 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/ln 4.7 2.2 5.4 1.8 1.6 3.6 8.6 2.9 3.2 7.3 2.6 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.9 32.3 40.8 56.0 36.2 43.1 60.8 21.4 22.2 58.2 22.3 23.0 LnGrp LOS E C D E D D E C C E C C Approach Vol, veh/h 644 395 930 811 Approach Delay, s/veh 43.9 42.6 34.7 34.5 Approach LOS D D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 20.4 39.3 9.2 23.0 22.2 37.4 14.3 18.0 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 17.9 32.7 8.7 31.1 18.5 32.1 9.8 30.0 Max Q Clear Time (g_c+I1), s 15.7 10.1 5.6 15.9 17.6 9.0 10.0 11.1 Green Ext Time (p_c), s 0.2 3.4 0.0 1.9 0.1 2.9 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 37.9 HCM 6th LOS D Scenario 2 Catavina Residential 3:52 pm 02/13/2025 Existing PM Peak Hour Synchro 11 Report Page 5 1 f 1 f *1 I" **f HCM 6th Signalized Intersection Summary Existing PM Peak Hour 6: Cook St & Frank Sinatra Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 193 224 125 54 195 123 110 1179 70 144 1014 58 Future Volume (veh/h) 193 224 125 54 195 123 110 1179 70 144 1014 58 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 203 236 132 57 205 129 116 1241 74 152 1067 61 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 278 603 269 162 484 216 213 1532 91 232 2322 721 Arrive On Green 0.08 0.17 0.17 0.05 0.14 0.14 0.06 0.45 0.45 0.07 0.45 0.45 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3408 203 3456 5106 1585 Grp Volume(v), veh/h 203 236 132 57 205 129 116 646 669 152 1067 61 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1834 1728 1702 1585 Q Serve(g_s), s 4.2 4.3 5.5 1.2 3.9 5.6 2.4 23.1 23.2 3.2 10.6 1.6 Cycle Q Clear(g_c), s 4.2 4.3 5.5 1.2 3.9 5.6 2.4 23.1 23.2 3.2 10.6 1.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 278 603 269 162 484 216 213 799 824 232 2322 721 V/C Ratio(X) 0.73 0.39 0.49 0.35 0.42 0.60 0.54 0.81 0.81 0.66 0.46 0.08 Avail Cap(c_a), veh/h 278 1258 561 235 1597 712 306 799 824 240 2322 721 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 27.1 27.6 33.9 29.1 29.8 33.4 17.5 17.5 33.4 13.8 11.3 Incr Delay (d2), s/veh 9.4 0.4 1.4 1.3 0.6 2.6 2.2 8.7 8.5 6.1 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 2.0 1.7 2.0 0.5 1.5 2.1 1.0 9.3 9.5 1.4 3.3 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.4 27.5 29.0 35.2 29.7 32.5 35.6 26.2 26.0 39.5 14.5 11.6 LnGrp LOS D C C D C C D C C D B B Approach Vol, veh/h 571 391 1431 1280 Approach Delay, s/veh 33.2 31.4 26.9 17.3 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.4 38.3 7.9 17.8 9.0 38.7 10.4 15.3 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 5.1 33.0 5.0 26.0 6.5 33.0 5.9 33.0 Max Q Clear Time (g_c+I1), s 5.2 25.2 3.2 7.5 4.4 12.6 6.2 7.6 Green Ext Time (p_c), s 0.0 4.4 0.0 1.5 0.1 6.8 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 25.0 HCM 6th LOS C Scenario 2 Catavina Residential 3:52 pm 02/13/2025 Existing PM Peak Hour Synchro 11 Report Page 6 Lane Configurations F h 1 r h 114 l HCM 6th TWSC Existing PM Peak Hour 7: Portola Ave & Driveway/Desert Willow Ct 02/28/2025 Intersection Int Delay, s/veh 0.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 0 0 0 5 0 4 0 681 2 0 597 0 Future Vol, veh/h 0 0 0 5 0 4 0 681 2 0 597 0 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 ---100 -160 100 -- 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 0 0 0 5 0 4 0 740 2 0 649 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1019 -325 1065 1389 370 649 0 0 742 0 0 Stage 1 649 --740 740 ------- Stage 2 370 --325 649 ------- Critical Hdwy 7.54 -6.94 7.54 6.54 6.94 4.14 --4.14 -- Critical Hdwy Stg 1 6.54 --6.54 5.54 ------- Critical Hdwy Stg 2 6.54 --6.54 5.54 ------- Follow-up Hdwy 3.52 -3.32 3.52 4.02 3.32 2.22 --2.22 -- Pot Cap-1 Maneuver 191 0 671 177 141 627 933 --861 -- Stage 1 425 0 -375 421 ------- Stage 2 622 0 -661 464 ------- Platoon blocked, % ---- Mov Cap-1 Maneuver 190 -671 177 141 627 933 --861 -- Mov Cap-2 Maneuver 190 --177 141 ------- Stage 1 425 --375 421 ------- Stage 2 618 --661 464 ------- Approach EB WB NB SB HCM Control Delay, s 0 19.4 0 0 HCM LOS A C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 933 ----260 861 -- HCM Lane V/C Ratio -----0.038 --- HCM Control Delay (s) 0 --0 0 19.4 0 -- HCM Lane LOS A --A A C A -- HCM 95th %tile Q(veh) 0 ----0.1 0 -- Scenario 2 Catavina Residential 3:52 pm 02/13/2025 Existing PM Peak Hour Synchro 11 Report Page 2 h 1 f h 1 f h 1 f h *1 HCM 6th Signalized Intersection Summary Existing PM Peak Hour 8: Portola Ave & Country Club Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 929 212 124 696 158 203 574 155 78 471 102 Future Volume (veh/h) 100 929 212 124 696 158 203 574 155 78 471 102 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 105 978 223 131 733 166 214 604 163 82 496 107 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 131 1084 483 159 1140 509 245 1281 571 105 820 176 Arrive On Green 0.07 0.31 0.31 0.09 0.32 0.32 0.14 0.36 0.36 0.06 0.28 0.28 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 3554 1585 1781 2910 624 Grp Volume(v), veh/h 105 978 223 131 733 166 214 604 163 82 302 301 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1777 1585 1781 1777 1758 Q Serve(g_s), s 6.1 27.8 12.0 7.6 18.6 8.4 12.4 13.8 7.7 4.8 15.5 15.6 Cycle Q Clear(g_c), s 6.1 27.8 12.0 7.6 18.6 8.4 12.4 13.8 7.7 4.8 15.5 15.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.36 Lane Grp Cap(c), veh/h 131 1084 483 159 1140 509 245 1281 571 105 501 496 V/C Ratio(X) 0.80 0.90 0.46 0.82 0.64 0.33 0.87 0.47 0.29 0.78 0.60 0.61 Avail Cap(c_a), veh/h 162 1137 507 178 1167 521 279 1281 571 196 501 496 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 48.0 35.1 29.6 47.1 30.6 27.1 44.5 26.0 24.0 48.9 32.7 32.8 Incr Delay (d2), s/veh 20.0 9.8 0.7 23.7 1.2 0.4 22.9 1.2 1.3 11.7 5.3 5.5 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 3.3 12.6 4.4 4.3 7.7 3.1 6.7 5.6 2.9 2.4 6.9 6.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.0 44.9 30.3 70.8 31.8 27.5 67.5 27.2 25.3 60.6 38.0 38.2 LnGrp LOS E D C E C C E C C E D D Approach Vol, veh/h 1306 1030 981 685 Approach Delay, s/veh 44.3 36.1 35.7 40.8 Approach LOS D D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 43.3 13.9 37.4 19.0 35.0 12.3 39.1 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 11.6 34.6 10.5 33.7 16.5 29.7 9.6 34.6 Max Q Clear Time (g_c+I1), s 6.8 15.8 9.6 29.8 14.4 17.6 8.1 20.6 Green Ext Time (p_c), s 0.1 3.8 0.0 2.3 0.1 2.5 0.0 4.4 Intersection Summary HCM 6th Ctrl Delay 39.5 HCM 6th LOS D Scenario 2 Catavina Residential 3:52 pm 02/13/2025 Existing PM Peak Hour Synchro 11 Report Page 7 Appendix D: Existing Plus Project Synchro Worksheets Michael Baker NTER 0 h 1 *14, HCM 6th Signalized Intersection Summary Existing plus Project AM Peak Hour 1: Cook St & I-10 NB On Ramp/I-10 NB Off Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 0 0 0 0 0 0 1276 1276 0 1.00 1.00 1870 1502 0.92 2 1723 0.48 3563 1502 1781 35.9 35.9 1.00 1723 0.87 3011 1.00 1.00 22.0 1.5 0.0 14.4 23.5 C 3 3 0 1.00 No 1870 0 0.92 2 905 0.00 1870 0 1870 0.0 0.0 905 0.00 1581 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1502 23.5 C 111 111 0 1.00 1.00 1870 0 0.92 2 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 344 344 0 1.00 No 1870 374 0.92 2 1414 0.40 3741 374 1777 6.8 6.8 1414 0.26 1414 1.00 1.00 19.3 0.5 0.0 2.6 19.8 B 374 19.8 B 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 407 407 0 1.00 No 1870 442 0.92 2 1864 0.40 4852 319 1702 6.0 6.0 1355 0.24 1355 1.00 1.00 19.1 0.4 0.0 2.2 19.5 B 490 19.7 B 44 44 0 1.00 1.00 1870 48 0.92 2 199 0.40 501 171 1780 6.1 6.1 0.28 708 0.24 708 1.00 1.00 19.1 0.8 0.0 2.4 19.9 B Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 2 44.0 6.0 38.0 8.8 2.1 6 44.0 6.0 38.0 8.1 2.7 8 51.5 5.3 80.7 37.9 8.3 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 22.1 C Notes User approved volume balancing among the lanes for turning movement. Scenario 3 Catavina Residential 3:54 pm 02/17/2025 Existing plus Project AM Peak Hour Synchro 11 Report Page 1 h f 11 h *1 HCM 6th Signalized Intersection Summary Existing plus Project AM Peak Hour 2: Cook St & I-10 SB Off Ramp/I-10 SB On Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 88 88 0 1.00 1.00 1870 96 0.92 2 475 0.27 1781 96 1781 5.4 5.4 1.00 475 0.20 475 1.00 1.00 36.9 0.2 0.0 2.4 37.1 D 1 1 0 1.00 No 1870 0 0.92 2 0 0.00 0 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 982 86.3 F 814 814 0 1.00 1.00 1870 886 0.92 2 846 0.27 3170 886 1585 34.7 34.7 1.00 846 1.05 846 1.00 1.00 47.7 44.0 0.0 18.8 91.6 F 0 0 0 0 0 0 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 627 627 0 1.00 No 1870 682 0.92 2 1916 0.56 3572 682 1702 14.2 14.2 1916 0.36 1916 1.00 1.00 15.5 0.5 0.0 5.2 16.0 B 1139 17.4 B 420 420 0 1.00 1.00 1870 457 0.92 2 892 0.56 1585 457 1585 23.0 23.0 1.00 892 0.51 892 1.00 1.00 17.4 2.1 0.0 8.1 19.5 B 62 62 0 1.00 1.00 1870 67 0.92 2 86 0.05 1781 67 1781 4.8 4.8 1.00 86 0.77 281 1.00 1.00 61.1 13.7 0.0 2.4 74.8 E 1634 1634 0 1.00 No 1870 1776 0.92 2 3299 0.65 5274 1776 1702 24.5 24.5 3299 0.54 3299 1.00 1.00 12.5 0.6 0.0 8.2 13.1 B 1843 15.4 B 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 1 10.8 4.5 20.5 6.8 0.1 2 79.2 6.0 59.0 25.0 8.0 4 40.0 5.3 34.7 36.7 0.0 6 90.0 6.0 84.0 26.5 18.5 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 33.5 C Notes User approved volume balancing among the lanes for turning movement. Scenario 3 Catavina Residential 3:54 pm 02/17/2025 Existing plus Project AM Peak Hour Synchro 11 Report Page 2 Li5Fl A’ f A’II f A’ tff HCM 6th Signalized Intersection Summary Existing plus Project AM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations Traffic Volume (veh/h) 10 270 139 115 31 254 133 2 163 648 27 70 Future Volume (veh/h) 10 270 139 115 31 254 133 2 163 648 27 70 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 321 165 0 37 302 158 194 771 32 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 398 795 117 507 226 257 2451 693 Arrive On Green 0.12 0.22 0.00 0.03 0.14 0.14 0.07 0.44 0.44 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 5611 1585 Grp Volume(v), veh/h 321 165 0 37 302 158 194 771 32 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1870 1585 Q Serve(g_s), s 7.9 3.3 0.0 0.9 7.0 8.3 4.8 7.8 1.0 Cycle Q Clear(g_c), s 7.9 3.3 0.0 0.9 7.0 8.3 4.8 7.8 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 398 795 117 507 226 257 2451 693 V/C Ratio(X) 0.81 0.21 0.32 0.60 0.70 0.76 0.31 0.05 Avail Cap(c_a), veh/h 439 1630 198 1382 616 257 2451 693 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.7 27.6 0.0 41.2 35.1 35.7 39.7 16.1 14.1 Incr Delay (d2), s/veh 9.9 0.1 0.0 1.5 1.1 3.9 12.0 0.3 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 %ile BackOfQ(50%),veh/ln 3.7 1.3 0.0 0.4 2.9 3.2 2.3 3.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.6 27.7 0.0 42.8 36.2 39.6 51.7 16.4 14.3 LnGrp LOS D C D D D D B B Approach Vol, veh/h 486 497 997 Approach Delay, s/veh 40.9 37.8 23.2 Approach LOS D D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.6 43.5 7.5 24.9 11.0 44.1 14.6 17.8 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 11.9 33.4 5.0 40.1 6.5 38.8 11.1 34.0 Max Q Clear Time (g_c+I1), s 6.9 9.8 2.9 5.3 6.8 37.4 9.9 10.3 Green Ext Time (p_c), s 0.3 4.8 0.0 0.9 0.0 1.3 0.1 2.2 Intersection Summary HCM 6th Ctrl Delay 30.4 HCM 6th LOS C Notes User approved ignoring U-Turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Scenario 3 Catavina Residential 3:54 pm 02/17/2025 Existing plus Project AM Peak Hour Synchro 11 Report Page 3 A’ *f HCM 6th Signalized Intersection Summary Existing plus Project AM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 167 1557 561 Future Volume (veh/h) 167 1557 561 Initial Q (Qb), veh 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1870 1870 Adj Flow Rate, veh/h 199 1854 668 Peak Hour Factor 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 Cap, veh/h 281 2490 703 Arrive On Green 0.08 0.44 0.44 Sat Flow, veh/h 3456 5611 1585 Grp Volume(v), veh/h 199 1854 668 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 Q Serve(g_s), s 4.9 24.0 35.4 Cycle Q Clear(g_c), s 4.9 24.0 35.4 Prop In Lane 1.00 1.00 Lane Grp Cap(c), veh/h 281 2490 703 V/C Ratio(X) 0.71 0.74 0.95 Avail Cap(c_a), veh/h 470 2490 703 HCM Platoon Ratio 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.2 20.2 23.4 Incr Delay (d2), s/veh 3.3 2.1 23.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 9.2 15.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.4 22.3 47.0 LnGrp LOS D C D Approach Vol, veh/h 2721 Approach Delay, s/veh 29.8 Approach LOS C Timer - Assigned Phs Scenario 3 Catavina Residential 3:54 pm 02/17/2025 Existing plus Project AM Peak Hour Synchro 11 Report Page 4 Lane Configurations " 11 " ++7 4 4* HCM 6th TWSC Existing plus Project AM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 02/28/2025 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 8 513 13 26 444 8 39 0 79 23 0 23 Future Vol, veh/h 8 513 13 26 444 8 39 0 79 23 0 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 140 --270 -100 ------ 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 9 558 14 28 483 9 42 0 86 25 0 25 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 492 0 0 572 0 0 881 1131 286 836 1129 242 Stage 1 ------583 583 -539 539 - Stage 2 ------298 548 -297 590 - Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1068 --997 --241 202 711 260 203 759 Stage 1 ------465 497 -494 520 - Stage 2 ------686 515 -687 493 - Platoon blocked, % ---- Mov Cap-1 Maneuver 1068 --997 --227 195 711 222 196 759 Mov Cap-2 Maneuver ------227 195 -222 196 - Stage 1 ------461 493 -490 505 - Stage 2 ------645 501 -599 489 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.5 17.4 17.2 HCM LOS C C HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.308 17.4 C 1.3 0.008 8.4 A 0 - - - - - - - - 0.028 8.7 A 0.1 - - - - - - - - 0.145 17.2 C 0.5 Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 417 1068 --997 --344 Scenario 3 Catavina Residential 3:54 pm 02/17/2025 Existing plus Project AM Peak Hour Synchro 11 Report Page 1 Lane Configurations h 11 h 1 r 4 4 l Option 1 - Center Median HCM 6th TWSC Existing plus Project AM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 08/25/2025 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 8 513 13 26 483 8 0 0 118 0 0 46 Future Vol, veh/h 8 513 13 26 483 8 0 0 118 0 0 46 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 140 --270 -100 ------ 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 9 558 14 28 525 9 0 0 128 0 0 50 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 534 0 0 572 0 0 902 1173 286 878 1171 263 Stage 1 ------583 583 -581 581 - Stage 2 ------319 590 -297 590 - Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1030 --997 --233 191 711 242 191 735 Stage 1 ------465 497 -467 498 - Stage 2 ------667 493 -687 493 - Platoon blocked, % ---- Mov Cap-1 Maneuver 1030 --997 --211 184 711 193 184 735 Mov Cap-2 Maneuver ------211 184 -193 184 - Stage 1 ------461 493 -463 484 - Stage 2 ------604 479 -558 489 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.4 11.2 10.3 HCM LOS B B HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.18 0.008 11.2 8.5 B A 0.7 0 - - - - - - - - 0.028 8.7 A 0.1 - - - - - - - - 0.068 10.3 B 0.2 Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 711 1030 --997 --735 Scenario 3 Catavina Residential 3:54 pm 02/17/2025 Existing plus Project AM Peak Hour Synchro 11 Report Page 1 Lane Configurations Traffic Volume (veh/h) 8 513 13 26 444 8 39 0 79 23 0 23 *1 *r 4 4. Option 2 - Signal HCM 6th Signalized Intersection Summary Existing plus Project AM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 09/03/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Future Volume (veh/h) 8 513 13 26 444 8 39 0 79 23 0 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 9 558 14 28 483 9 42 0 86 25 0 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 21 1762 44 57 1839 820 153 31 187 212 32 140 Arrive On Green 0.01 0.50 0.50 0.03 0.52 0.52 0.18 0.00 0.18 0.18 0.00 0.18 Sat Flow, veh/h 1781 3542 89 1781 3554 1585 339 174 1050 604 178 782 Grp Volume(v), veh/h 9 280 292 28 483 9 128 0 0 50 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1854 1781 1777 1585 1563 0 0 1564 0 0 Q Serve(g_s), s 0.3 4.9 4.9 0.8 3.9 0.1 0.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.3 4.9 4.9 0.8 3.9 0.1 3.6 0.0 0.0 1.3 0.0 0.0 Prop In Lane 1.00 0.05 1.00 1.00 0.33 0.67 0.50 0.50 Lane Grp Cap(c), veh/h 21 884 922 57 1839 820 371 0 0 384 0 0 V/C Ratio(X) 0.43 0.32 0.32 0.49 0.26 0.01 0.34 0.00 0.00 0.13 0.00 0.00 Avail Cap(c_a), veh/h 224 884 922 259 1839 820 1176 0 0 1147 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 25.4 7.7 7.8 24.6 7.0 6.0 18.9 0.0 0.0 18.0 0.0 0.0 Incr Delay (d2), s/veh 13.4 0.9 0.9 6.4 0.3 0.0 0.5 0.0 0.0 0.2 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/ln 0.2 1.4 1.4 0.4 1.0 0.0 1.3 0.0 0.0 0.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.8 8.7 8.7 31.0 7.3 6.1 19.4 0.0 0.0 18.1 0.0 0.0 LnGrp LOS D A A C A A B A A B A A Approach Vol, veh/h 581 520 128 50 Approach Delay, s/veh 9.1 8.6 19.4 18.1 Approach LOS A A B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 14.5 6.2 31.0 14.5 5.1 32.0 Change Period (Y+Rc), s 5.3 4.5 5.3 5.3 4.5 5.3 Max Green Setting (Gmax), s 36.7 7.5 25.7 36.7 6.5 26.7 Max Q Clear Time (g_c+I1), s 5.6 2.8 6.9 3.3 2.3 5.9 Green Ext Time (p_c), s 0.8 0.0 2.8 0.3 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 10.3 HCM 6th LOS B Scenario 3 Catavina Residential 3:54 pm 02/17/2025 Existing plus Project AM Peak Hour Synchro 11 Report Page 1 5 5 f h H f h *t HCM 6th Signalized Intersection Summary Existing plus Project AM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 08/25/2025 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 39 91 302 221 102 164 215 250 256 87 250 674 Future Volume (veh/h) 39 91 302 221 102 164 215 250 256 87 250 674 Initial Q (Qb), veh 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 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 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 Adj Flow Rate, veh/h 99 328 240 111 178 234 272 278 95 272 733 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 125 680 303 140 708 316 310 1310 421 310 1625 Arrive On Green 0.07 0.19 0.19 0.08 0.20 0.20 0.17 0.34 0.34 0.17 0.34 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 3823 1230 1781 4743 Grp Volume(v), veh/h 99 328 240 111 178 234 272 246 127 272 525 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1702 1649 1781 1702 Q Serve(g_s), s 5.0 7.5 13.2 5.6 3.9 12.7 13.6 4.7 5.0 13.6 11.0 Cycle Q Clear(g_c), s 5.0 7.5 13.2 5.6 3.9 12.7 13.6 4.7 5.0 13.6 11.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.75 1.00 Lane Grp Cap(c), veh/h 125 680 303 140 708 316 310 1166 565 310 1166 V/C Ratio(X) 0.79 0.48 0.79 0.80 0.25 0.74 0.88 0.21 0.23 0.88 0.45 Avail Cap(c_a), veh/h 138 1163 519 165 1217 543 398 1166 565 398 1166 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 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 Uniform Delay (d), s/veh 41.9 33.0 35.3 41.5 30.9 34.5 36.9 21.4 21.5 36.9 23.4 Incr Delay (d2), s/veh 24.0 0.5 4.7 20.0 0.2 3.4 16.1 0.4 0.9 16.1 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 3.1 5.1 3.1 1.6 4.9 6.9 1.7 1.9 6.9 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.9 33.6 40.0 61.5 31.1 37.9 53.0 21.8 22.4 53.0 24.7 LnGrp LOS E C D E C D D C C D C Approach Vol, veh/h 667 523 645 1075 Approach Delay, s/veh 40.7 40.6 35.1 32.2 Approach LOS D D D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 20.5 36.7 11.7 22.8 20.5 36.7 11.0 23.6 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 20.5 31.4 8.5 30.0 20.5 31.4 7.1 31.4 Max Q Clear Time (g_c+I1), s 15.6 7.0 7.6 15.2 15.6 13.1 7.0 14.7 Green Ext Time (p_c), s 0.3 2.0 0.0 2.3 0.3 4.2 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 36.3 HCM 6th LOS D Notes User approved ignoring U-Turning movement. Scenario 3 Catavina Residential 3:54 pm 02/17/2025 Existing plus Project AM Peak Hour Synchro 11 Report Page 1 Lane Configurations 11 HCM 6th Signalized Intersection Summary Existing plus Project AM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 08/25/2025 Movement SBR Traffic Volume (veh/h) 64 Future Volume (veh/h) 64 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 70 Peak Hour Factor 0.92 Percent Heavy Veh, % 2 Cap, veh/h 154 Arrive On Green 0.34 Sat Flow, veh/h 450 Grp Volume(v), veh/h 278 Grp Sat Flow(s),veh/h/ln 1789 Q Serve(g_s), s 11.1 Cycle Q Clear(g_c), s 11.1 Prop In Lane 0.25 Lane Grp Cap(c), veh/h 613 V/C Ratio(X) 0.45 Avail Cap(c_a), veh/h 613 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 23.5 Incr Delay (d2), s/veh 2.4 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.9 LnGrp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Scenario 3 Catavina Residential 3:54 pm 02/17/2025 Existing plus Project AM Peak Hour Synchro 11 Report Page 2 1 f 1 f *1 I" **f HCM 6th Signalized Intersection Summary Existing plus Project AM Peak Hour 6: Cook St & Frank Sinatra Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 263 77 74 76 125 45 44 555 13 27 1331 312 Future Volume (veh/h) 263 77 74 76 125 45 44 555 13 27 1331 312 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 306 90 86 88 145 52 51 645 15 31 1548 363 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 344 628 280 193 472 211 151 1688 39 109 2367 735 Arrive On Green 0.10 0.18 0.18 0.06 0.13 0.13 0.04 0.48 0.48 0.03 0.46 0.46 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3550 83 3456 5106 1585 Grp Volume(v), veh/h 306 90 86 88 145 52 51 323 337 31 1548 363 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1856 1728 1702 1585 Q Serve(g_s), s 6.6 1.6 3.6 1.9 2.8 2.2 1.1 8.8 8.8 0.7 17.6 12.0 Cycle Q Clear(g_c), s 6.6 1.6 3.6 1.9 2.8 2.2 1.1 8.8 8.8 0.7 17.6 12.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 1.00 Lane Grp Cap(c), veh/h 344 628 280 193 472 211 151 845 882 109 2367 735 V/C Ratio(X) 0.89 0.14 0.31 0.46 0.31 0.25 0.34 0.38 0.38 0.28 0.65 0.49 Avail Cap(c_a), veh/h 344 1633 729 271 1558 695 230 845 882 230 2367 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 26.2 27.0 34.4 29.5 29.3 34.9 12.7 12.7 35.6 15.5 14.0 Incr Delay (d2), s/veh 23.5 0.1 0.6 1.7 0.4 0.6 1.3 1.3 1.3 1.4 1.4 2.4 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 3.6 0.6 1.2 0.8 1.1 0.8 0.4 3.0 3.2 0.3 5.6 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.0 26.3 27.6 36.1 29.9 29.9 36.3 14.0 13.9 37.0 17.0 16.4 LnGrp LOS E C C D C C D B B D B B Approach Vol, veh/h 482 285 711 1942 Approach Delay, s/veh 46.0 31.8 15.5 17.2 Approach LOS D C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.9 41.1 8.7 18.6 7.8 40.2 12.0 15.3 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 5.0 34.9 5.9 34.6 5.0 34.9 7.5 33.0 Max Q Clear Time (g_c+I1), s 2.7 10.8 3.9 5.6 3.1 19.6 8.6 4.8 Green Ext Time (p_c), s 0.0 3.4 0.0 0.7 0.0 9.6 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 22.1 HCM 6th LOS C Scenario 3 Catavina Residential 3:54 pm 02/17/2025 Existing plus Project AM Peak Hour Synchro 11 Report Page 6 Lane Configurations F h 1 r h 114 l HCM 6th TWSC Existing plus Project AM Peak Hour 7: Portola Ave & Driveway/Desert Willow Ct 02/28/2025 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 66 0 79 1 0 1 26 422 3 9 781 22 Future Vol, veh/h 66 0 79 1 0 1 26 422 3 9 781 22 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 ---100 -160 100 -- 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 72 0 86 1 0 1 28 459 3 10 849 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1167 -437 960 1408 230 873 0 0 462 0 0 Stage 1 881 --515 515 ------- Stage 2 286 --445 893 ------- Critical Hdwy 7.54 -6.94 7.54 6.54 6.94 4.14 --4.14 -- Critical Hdwy Stg 1 6.54 --6.54 5.54 ------- Critical Hdwy Stg 2 6.54 --6.54 5.54 ------- Follow-up Hdwy 3.52 -3.32 3.52 4.02 3.32 2.22 --2.22 -- Pot Cap-1 Maneuver 149 0 567 211 138 772 768 --1095 -- Stage 1 308 0 -511 533 ------- Stage 2 697 0 -562 358 ------- Platoon blocked, % ---- Mov Cap-1 Maneuver 144 -567 173 132 772 768 --1095 -- Mov Cap-2 Maneuver 144 --173 132 ------- Stage 1 297 --493 514 ------- Stage 2 671 --473 355 ------- Approach EB WB NB SB HCM Control Delay, s 30.8 17.8 0.6 0.1 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 768 --144 567 283 1095 -- HCM Lane V/C Ratio 0.037 --0.498 0.151 0.008 0.009 -- HCM Control Delay (s) 9.9 --52.6 12.5 17.8 8.3 -- HCM Lane LOS A --F B C A -- HCM 95th %tile Q(veh) 0.1 --2.4 0.5 0 0 -- Scenario 3 Catavina Residential 3:54 pm 02/17/2025 Existing plus Project AM Peak Hour Synchro 11 Report Page 2 h 1 f h 1 f h 1 f h *1 HCM 6th Signalized Intersection Summary Existing plus Project AM Peak Hour 8: Portola Ave & Country Club Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 52 371 170 130 811 75 240 418 131 98 601 307 Future Volume (veh/h) 52 371 170 130 811 75 240 418 131 98 601 307 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 57 408 187 143 891 82 264 459 144 108 660 337 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 73 836 373 172 1033 461 295 1432 639 135 713 364 Arrive On Green 0.04 0.24 0.24 0.10 0.29 0.29 0.17 0.40 0.40 0.08 0.31 0.31 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 3554 1585 1781 2276 1162 Grp Volume(v), veh/h 57 408 187 143 891 82 264 459 144 108 515 482 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1777 1585 1781 1777 1661 Q Serve(g_s), s 3.3 10.3 10.6 8.2 24.6 4.0 15.0 9.2 6.2 6.2 29.0 29.0 Cycle Q Clear(g_c), s 3.3 10.3 10.6 8.2 24.6 4.0 15.0 9.2 6.2 6.2 29.0 29.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.70 Lane Grp Cap(c), veh/h 73 836 373 172 1033 461 295 1432 639 135 556 520 V/C Ratio(X) 0.78 0.49 0.50 0.83 0.86 0.18 0.90 0.32 0.23 0.80 0.93 0.93 Avail Cap(c_a), veh/h 90 996 444 181 1178 526 319 1432 639 179 556 520 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 49.1 34.2 34.3 45.9 34.7 27.4 42.3 21.2 20.3 47.0 34.4 34.4 Incr Delay (d2), s/veh 28.8 0.4 1.0 25.7 6.1 0.2 24.9 0.6 0.8 16.9 23.7 24.8 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/ln 2.0 4.2 4.0 4.7 10.9 1.5 8.2 3.6 2.3 3.2 15.1 14.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 77.9 34.6 35.4 71.6 40.9 27.6 67.2 21.8 21.1 63.9 58.0 59.2 LnGrp LOS E C D E D C E C C E E E Approach Vol, veh/h 652 1116 867 1105 Approach Delay, s/veh 38.6 43.8 35.5 59.1 Approach LOS D D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.3 47.0 14.5 29.6 21.6 37.7 8.8 35.4 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 10.4 40.5 10.5 29.0 18.5 32.4 5.2 34.3 Max Q Clear Time (g_c+I1), s 8.2 11.2 10.2 12.6 17.0 31.0 5.3 26.6 Green Ext Time (p_c), s 0.0 3.1 0.0 2.7 0.1 0.8 0.0 3.5 Intersection Summary HCM 6th Ctrl Delay 45.5 HCM 6th LOS D Scenario 3 Catavina Residential 3:54 pm 02/17/2025 Existing plus Project AM Peak Hour Synchro 11 Report Page 7 h 1 *14, HCM 6th Signalized Intersection Summary Existing plus Project PM Peak Hour 1: Cook St & I-10 NB On Ramp/I-10 NB Off Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 0 0 0 0 0 0 58 58 0 1.00 1.00 1870 64 0.92 2 149 0.04 3563 64 1781 1.7 1.7 1.00 149 0.43 1243 1.00 1.00 46.5 2.0 0.0 0.8 48.5 D 0 0 0 1.00 No 1870 0 0.92 2 78 0.00 1870 0 1870 0.0 0.0 78 0.00 653 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 64 48.5 D 1 1 0 1.00 1.00 1870 0 0.92 2 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 846 846 0 1.00 No 1870 920 0.92 2 3002 0.84 3741 920 1777 5.4 5.4 3002 0.31 3002 1.00 1.00 1.6 0.3 0.0 0.3 1.9 A 920 1.9 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 369 369 0 1.00 No 1870 401 0.92 2 2875 0.84 3572 401 1702 2.1 2.1 2875 0.14 2875 1.00 1.00 1.4 0.1 0.0 0.1 1.5 A 1117 2.9 A 659 659 0 1.00 1.00 1870 716 0.92 2 1339 0.84 1585 716 1585 12.7 12.7 1.00 1339 0.53 1339 1.00 1.00 2.2 1.5 0.0 0.9 3.7 A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 2 90.0 6.0 84.0 7.4 6.7 6 90.0 6.0 84.0 14.7 9.2 8 9.4 5.3 34.7 3.7 0.2 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 3.8 A Notes User approved volume balancing among the lanes for turning movement. Scenario 4 Catavina Residential 4:09 pm 02/17/2025 Existing plus Project PM Peak Hour Synchro 11 Report Page 1 h f 11 h *1 HCM 6th Signalized Intersection Summary Existing plus Project PM Peak Hour 2: Cook St & I-10 SB Off Ramp/I-10 SB On Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 309 309 0 1.00 1.00 1870 336 0.92 2 557 0.31 1781 336 1781 20.8 20.8 1.00 557 0.60 558 1.00 1.00 37.8 1.8 0.0 9.4 39.7 D 7 7 0 1.00 No 1870 0 0.92 2 0 0.00 0 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1291 57.7 E 874 874 0 1.00 1.00 1870 955 0.92 2 991 0.31 3170 955 1585 38.5 38.5 1.00 991 0.96 993 1.00 1.00 43.9 20.2 0.0 17.8 64.1 E 0 0 0 0 0 0 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1437 1437 0 1.00 No 1870 1562 0.92 2 2288 0.55 4343 1271 1702 35.0 35.0 1866 0.68 1866 1.00 1.00 21.2 2.0 0.0 13.0 23.2 C 1913 24.0 C 323 323 0 1.00 1.00 1870 351 0.92 2 511 0.55 932 642 1703 35.5 35.5 0.55 933 0.69 933 1.00 1.00 21.3 4.1 0.0 13.7 25.4 C 16 16 0 1.00 1.00 1870 17 0.92 2 31 0.02 1781 17 1781 1.2 1.2 1.00 31 0.54 89 1.00 1.00 63.3 13.7 0.0 0.7 77.0 E 411 411 0 1.00 No 1870 447 0.92 2 3065 0.60 5274 447 1702 5.0 5.0 3065 0.15 3065 1.00 1.00 11.4 0.1 0.0 1.7 11.5 B 464 13.9 B 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 1 6.8 4.5 6.5 3.2 0.0 2 77.2 6.0 67.0 37.5 15.4 4 45.9 5.3 40.7 40.5 0.1 6 84.0 6.0 78.0 7.0 2.8 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 34.6 C Notes User approved volume balancing among the lanes for turning movement. Scenario 4 Catavina Residential 4:09 pm 02/17/2025 Existing plus Project PM Peak Hour Synchro 11 Report Page 2 5 wl A’ f A’II f A’ iff HCM 6th Signalized Intersection Summary Existing plus Project PM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Volume (veh/h) 10 331 375 235 6 98 348 290 Future Volume (veh/h) 10 331 375 235 6 98 348 290 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 352 399 0 104 370 309 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 418 1089 165 829 370 Arrive On Green 0.12 0.31 0.00 0.05 0.23 0.23 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 352 399 0 104 370 309 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 9.8 8.6 0.0 2.9 8.8 18.3 Cycle Q Clear(g_c), s 9.8 8.6 0.0 2.9 8.8 18.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 418 1089 165 829 370 V/C Ratio(X) 0.84 0.37 0.63 0.45 0.84 Avail Cap(c_a), veh/h 439 1409 264 1229 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.3 26.6 0.0 46.0 32.3 35.9 Incr Delay (d2), s/veh 13.3 0.2 0.0 3.9 0.4 7.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 3.4 0.0 1.3 3.6 7.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.6 26.8 0.0 49.8 32.6 43.0 LnGrp LOS E C D C D Approach Vol, veh/h 751 783 Approach Delay, s/veh 40.3 39.0 Approach LOS D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.7 41.0 9.2 35.4 16.1 37.6 16.4 28.2 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 11.0 32.9 7.5 39.0 11.6 32.3 12.5 34.0 Max Q Clear Time (g_c+I1), s 8.1 18.4 4.9 10.6 11.6 14.3 11.8 20.3 Green Ext Time (p_c), s 0.2 6.4 0.1 2.3 0.0 5.4 0.1 2.7 Intersection Summary HCM 6th Ctrl Delay 34.7 HCM 6th LOS C Notes User approved ignoring U-Turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 6 6 323 323 0 1.00 1.00 1870 344 0.94 2 407 0.12 3456 344 1728 9.6 9.6 1.00 407 0.84 408 1.00 1.00 42.5 14.9 0.0 4.7 57.4 E 1092 1092 0 1.00 No 1870 1162 0.94 2 2035 0.36 5611 1162 1870 16.4 16.4 2035 0.57 2035 1.00 1.00 25.2 1.2 0.0 6.8 26.4 C 1585 32.9 C 74 74 0 1.00 1.00 1870 79 0.94 2 575 0.36 1585 79 1585 3.3 3.3 1.00 575 0.14 575 1.00 1.00 21.0 0.5 0.0 1.2 21.5 C Scenario 4 Catavina Residential 4:09 pm 02/17/2025 Existing plus Project PM Peak Hour Synchro 11 Report Page 3 LA f A’ iff fLane Configurations HCM 6th Signalized Intersection Summary Existing plus Project PM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement SBU SBL SBT SBR Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 31 31 205 205 0 1.00 1.00 1870 218 0.94 2 289 0.08 3456 218 1728 6.1 6.1 1.00 289 0.75 387 1.00 1.00 44.1 5.7 0.0 2.7 49.8 D 827 827 0 1.00 No 1870 880 0.94 2 1843 0.33 5611 880 1870 12.3 12.3 1843 0.48 1843 1.00 1.00 26.3 0.9 0.0 5.1 27.2 C 1228 31.0 C 122 122 0 1.00 1.00 1870 130 0.94 2 521 0.33 1585 130 1585 5.9 5.9 1.00 521 0.25 521 1.00 1.00 24.2 1.1 0.0 2.2 25.3 C Timer - Assigned Phs Scenario 4 Catavina Residential 4:09 pm 02/17/2025 Existing plus Project PM Peak Hour Synchro 11 Report Page 4 Lane Configurations " 11 " ++7 4 4* HCM 6th TWSC Existing plus Project PM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 02/28/2025 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 26 577 46 93 452 26 27 0 54 15 0 15 Future Vol, veh/h 26 577 46 93 452 26 27 0 54 15 0 15 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 140 --270 -100 ------ 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 28 627 50 101 491 28 29 0 59 16 0 16 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 519 0 0 677 0 0 1156 1429 339 1063 1426 246 Stage 1 ------708 708 -693 693 - Stage 2 ------448 721 -370 733 - Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1043 --911 --152 134 657 177 134 754 Stage 1 ------392 436 -400 443 - Stage 2 ------560 430 -622 424 - Platoon blocked, % ---- Mov Cap-1 Maneuver 1043 --911 --133 116 657 145 116 754 Mov Cap-2 Maneuver ------133 116 -145 116 - Stage 1 ------381 424 -389 394 - Stage 2 ------487 382 -551 413 - Approach EB WB NB SB HCM Control Delay, s 0.3 1.5 23.3 22.1 HCM LOS C C HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.31 0.027 23.3 8.5 C A 1.3 0.1 - - - - - - - - 0.111 9.4 A 0.4 - - - - - - - - 0.134 22.1 C 0.5 Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 284 1043 --911 --243 Scenario 4 Catavina Residential 4:09 pm 02/17/2025 Existing plus Project PM Peak Hour Synchro 11 Report Page 1 Lane Configurations h 11 h 1 r 4 4 l Option 1 - Center Median HCM 6th TWSC Existing plus Project PM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 08/25/2025 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 26 577 46 93 479 26 0 0 81 0 0 30 Future Vol, veh/h 26 577 46 93 479 26 0 0 81 0 0 30 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 140 --270 -100 ------ 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 28 627 50 101 521 28 0 0 88 0 0 33 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 549 0 0 677 0 0 1171 1459 339 1093 1456 261 Stage 1 ------708 708 -723 723 - Stage 2 ------463 751 -370 733 - Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1017 --911 --148 128 657 169 129 738 Stage 1 ------392 436 -384 429 - Stage 2 ------548 416 -622 424 - Platoon blocked, % ---- Mov Cap-1 Maneuver 1017 --911 --127 111 657 131 111 738 Mov Cap-2 Maneuver ------127 111 -131 111 - Stage 1 ------381 424 -373 381 - Stage 2 ------466 370 -524 412 - Approach EB WB NB SB HCM Control Delay, s 0.3 1.5 11.3 10.1 HCM LOS B B HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.134 11.3 B 0.5 0.028 8.6 A 0.1 - - - - - - - - 0.111 9.4 A 0.4 - - - - - - - - 0.044 10.1 B 0.1 Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 657 1017 --911 --738 Scenario 4 Catavina Residential 4:09 pm 02/17/2025 Existing plus Project PM Peak Hour Synchro 11 Report Page 1 Lane Configurations Traffic Volume (veh/h) 26 577 46 93 452 26 27 0 54 15 0 15 *1 *r 4 4. Option 2 - Signal HCM 6th Signalized Intersection Summary Existing plus Project PM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 09/03/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Future Volume (veh/h) 26 577 46 93 452 26 27 0 54 15 0 15 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 28 627 50 101 491 28 29 0 59 16 0 16 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 1380 110 142 1637 730 160 36 182 216 35 132 Arrive On Green 0.03 0.41 0.41 0.08 0.46 0.46 0.17 0.00 0.17 0.17 0.00 0.17 Sat Flow, veh/h 1781 3334 266 1781 3554 1585 312 207 1056 558 206 764 Grp Volume(v), veh/h 28 334 343 101 491 28 88 0 0 32 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1823 1781 1777 1585 1575 0 0 1527 0 0 Q Serve(g_s), s 0.7 6.1 6.1 2.5 3.9 0.4 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.7 6.1 6.1 2.5 3.9 0.4 2.1 0.0 0.0 0.7 0.0 0.0 Prop In Lane 1.00 0.15 1.00 1.00 0.33 0.67 0.50 0.50 Lane Grp Cap(c), veh/h 58 736 754 142 1637 730 377 0 0 383 0 0 V/C Ratio(X) 0.48 0.45 0.45 0.71 0.30 0.04 0.23 0.00 0.00 0.08 0.00 0.00 Avail Cap(c_a), veh/h 213 736 754 296 1637 730 1248 0 0 1217 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 21.5 9.6 9.6 20.3 7.6 6.7 16.3 0.0 0.0 15.8 0.0 0.0 Incr Delay (d2), s/veh 6.0 2.0 2.0 6.5 0.5 0.1 0.3 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/ln 0.3 1.9 1.9 1.1 1.0 0.1 0.7 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.4 11.6 11.5 26.8 8.1 6.8 16.7 0.0 0.0 15.9 0.0 0.0 LnGrp LOS C B B C A A B A A B A A Approach Vol, veh/h 705 620 88 32 Approach Delay, s/veh 12.2 11.1 16.7 15.9 Approach LOS B B B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 13.1 8.1 24.0 13.1 6.0 26.1 Change Period (Y+Rc), s 5.3 4.5 5.3 5.3 4.5 5.3 Max Green Setting (Gmax), s 33.7 7.5 18.7 33.7 5.4 20.8 Max Q Clear Time (g_c+I1), s 4.1 4.5 8.1 2.7 2.7 5.9 Green Ext Time (p_c), s 0.5 0.1 2.7 0.1 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 12.1 HCM 6th LOS B Scenario 4 Catavina Residential 4:09 pm 02/17/2025 Existing plus Project PM Peak Hour Synchro 11 Report Page 1 5 5 f h H f h *t HCM 6th Signalized Intersection Summary Existing plus Project PM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 08/25/2025 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 27 163 253 230 127 210 150 285 504 111 250 466 Future Volume (veh/h) 27 163 253 230 127 210 150 285 504 111 250 466 Initial Q (Qb), veh 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 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 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 Adj Flow Rate, veh/h 177 275 250 138 228 163 310 548 121 272 507 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 179 684 305 159 644 287 337 1458 315 304 1457 Arrive On Green 0.10 0.19 0.19 0.09 0.18 0.18 0.19 0.35 0.35 0.17 0.33 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 4202 909 1781 4434 Grp Volume(v), veh/h 177 275 250 138 228 163 310 442 227 272 387 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1702 1707 1781 1702 Q Serve(g_s), s 9.7 6.6 14.8 7.5 5.5 9.2 16.7 9.5 9.8 14.6 8.4 Cycle Q Clear(g_c), s 9.7 6.6 14.8 7.5 5.5 9.2 16.7 9.5 9.8 14.6 8.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.53 1.00 Lane Grp Cap(c), veh/h 179 684 305 159 644 287 337 1181 592 304 1118 V/C Ratio(X) 0.99 0.40 0.82 0.87 0.35 0.57 0.92 0.37 0.38 0.89 0.35 Avail Cap(c_a), veh/h 179 1131 505 159 1091 487 337 1181 592 326 1118 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 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 Uniform Delay (d), s/veh 43.9 34.5 37.8 43.9 35.0 36.5 38.9 23.9 24.0 39.6 24.8 Incr Delay (d2), s/veh 64.4 0.4 5.4 37.0 0.3 1.8 29.3 0.9 1.9 24.3 0.8 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 %ile BackOfQ(50%),veh/ln 7.2 2.7 5.8 4.8 2.3 3.5 9.5 3.6 3.9 8.0 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 108.3 34.9 43.3 81.0 35.3 38.3 68.2 24.8 25.9 64.0 25.7 LnGrp LOS F C D F D D E C C E C Approach Vol, veh/h 702 529 979 862 Approach Delay, s/veh 56.4 48.1 38.8 38.0 Approach LOS E D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.2 39.2 13.2 24.1 23.0 37.4 14.3 23.0 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 17.9 32.7 8.7 31.1 18.5 32.1 9.8 30.0 Max Q Clear Time (g_c+I1), s 16.6 11.8 9.5 16.8 18.7 10.7 11.7 11.2 Green Ext Time (p_c), s 0.1 3.6 0.0 2.0 0.0 3.2 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 44.2 HCM 6th LOS D Notes User approved ignoring U-Turning movement. Scenario 4 Catavina Residential 4:09 pm 02/17/2025 Existing plus Project PM Peak Hour Synchro 11 Report Page 1 Lane Configurations 11 HCM 6th Signalized Intersection Summary Existing plus Project PM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 08/25/2025 Movement SBR Traffic Volume (veh/h) 76 Future Volume (veh/h) 76 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 83 Peak Hour Factor 0.92 Percent Heavy Veh, % 2 Cap, veh/h 234 Arrive On Green 0.33 Sat Flow, veh/h 712 Grp Volume(v), veh/h 203 Grp Sat Flow(s),veh/h/ln 1742 Q Serve(g_s), s 8.7 Cycle Q Clear(g_c), s 8.7 Prop In Lane 0.41 Lane Grp Cap(c), veh/h 572 V/C Ratio(X) 0.35 Avail Cap(c_a), veh/h 572 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 24.9 Incr Delay (d2), s/veh 1.7 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.6 LnGrp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Scenario 4 Catavina Residential 4:09 pm 02/17/2025 Existing plus Project PM Peak Hour Synchro 11 Report Page 2 1 f 1 f *1 I" **f HCM 6th Signalized Intersection Summary Existing plus Project PM Peak Hour 6: Cook St & Frank Sinatra Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 256 233 125 54 210 123 110 1179 70 144 1014 166 Future Volume (veh/h) 256 233 125 54 210 123 110 1179 70 144 1014 166 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 269 245 132 57 221 129 116 1241 74 152 1067 175 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 278 603 269 162 484 216 213 1532 91 232 2322 721 Arrive On Green 0.08 0.17 0.17 0.05 0.14 0.14 0.06 0.45 0.45 0.07 0.45 0.45 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3408 203 3456 5106 1585 Grp Volume(v), veh/h 269 245 132 57 221 129 116 646 669 152 1067 175 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1834 1728 1702 1585 Q Serve(g_s), s 5.7 4.5 5.5 1.2 4.2 5.6 2.4 23.1 23.2 3.2 10.6 5.0 Cycle Q Clear(g_c), s 5.7 4.5 5.5 1.2 4.2 5.6 2.4 23.1 23.2 3.2 10.6 5.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 278 603 269 162 484 216 213 799 824 232 2322 721 V/C Ratio(X) 0.97 0.41 0.49 0.35 0.46 0.60 0.54 0.81 0.81 0.66 0.46 0.24 Avail Cap(c_a), veh/h 278 1258 561 235 1597 712 306 799 824 240 2322 721 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.7 27.2 27.6 33.9 29.2 29.8 33.4 17.5 17.5 33.4 13.8 12.3 Incr Delay (d2), s/veh 45.3 0.4 1.4 1.3 0.7 2.6 2.2 8.7 8.5 6.1 0.7 0.8 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/ln 3.9 1.7 2.0 0.5 1.6 2.1 1.0 9.3 9.5 1.4 3.3 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 78.9 27.6 29.0 35.2 29.9 32.5 35.6 26.2 26.0 39.5 14.5 13.1 LnGrp LOS E C C D C C D C C D B B Approach Vol, veh/h 646 407 1431 1394 Approach Delay, s/veh 49.3 31.4 26.9 17.0 Approach LOS D C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.4 38.3 7.9 17.8 9.0 38.7 10.4 15.3 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 5.1 33.0 5.0 26.0 6.5 33.0 5.9 33.0 Max Q Clear Time (g_c+I1), s 5.2 25.2 3.2 7.5 4.4 12.6 7.7 7.6 Green Ext Time (p_c), s 0.0 4.4 0.0 1.6 0.1 7.2 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 27.5 HCM 6th LOS C Scenario 4 Catavina Residential 4:09 pm 02/17/2025 Existing plus Project PM Peak Hour Synchro 11 Report Page 6 Lane Configurations F h 1 r h 114 l HCM 6th TWSC Existing plus Project PM Peak Hour 7: Portola Ave & Driveway/Desert Willow Ct 02/28/2025 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 45 0 54 5 0 4 93 681 2 0 597 77 Future Vol, veh/h 45 0 54 5 0 4 93 681 2 0 597 77 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 ---100 -160 100 -- 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 49 0 59 5 0 4 101 740 2 0 649 84 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1263 -367 1267 1675 370 733 0 0 742 0 0 Stage 1 691 --942 942 ------- Stage 2 572 --325 733 ------- Critical Hdwy 7.54 -6.94 7.54 6.54 6.94 4.14 --4.14 -- Critical Hdwy Stg 1 6.54 --6.54 5.54 ------- Critical Hdwy Stg 2 6.54 --6.54 5.54 ------- Follow-up Hdwy 3.52 -3.32 3.52 4.02 3.32 2.22 --2.22 -- Pot Cap-1 Maneuver 126 0 630 126 94 627 868 --861 -- Stage 1 401 0 -283 340 ------- Stage 2 472 0 -661 424 ------- Platoon blocked, % ---- Mov Cap-1 Maneuver 114 -630 104 83 627 868 --861 -- Mov Cap-2 Maneuver 114 --104 83 ------- Stage 1 354 --250 301 ------- Stage 2 414 --599 424 ------- Approach EB WB NB SB HCM Control Delay, s 32.7 28.2 1.2 0 HCM LOS D D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 868 --114 630 165 861 -- HCM Lane V/C Ratio 0.116 --0.429 0.093 0.059 --- HCM Control Delay (s) 9.7 --58.4 11.3 28.2 0 -- HCM Lane LOS A --F B D A -- HCM 95th %tile Q(veh) 0.4 --1.8 0.3 0.2 0 -- Scenario 4 Catavina Residential 4:09 pm 02/17/2025 Existing plus Project PM Peak Hour Synchro 11 Report Page 2 h 1 f h 1 f h 1 f h *1 HCM 6th Signalized Intersection Summary Existing plus Project PM Peak Hour 8: Portola Ave & Country Club Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 929 212 124 696 189 203 605 155 96 489 120 Future Volume (veh/h) 131 929 212 124 696 189 203 605 155 96 489 120 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 138 978 223 131 733 199 214 637 163 101 515 126 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 162 1084 483 159 1078 481 245 1237 552 127 799 194 Arrive On Green 0.09 0.31 0.31 0.09 0.30 0.30 0.14 0.35 0.35 0.07 0.28 0.28 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 3554 1585 1781 2833 690 Grp Volume(v), veh/h 138 978 223 131 733 199 214 637 163 101 322 319 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1777 1585 1781 1777 1746 Q Serve(g_s), s 8.0 27.8 12.0 7.6 19.1 10.5 12.4 15.0 7.9 5.9 16.7 16.9 Cycle Q Clear(g_c), s 8.0 27.8 12.0 7.6 19.1 10.5 12.4 15.0 7.9 5.9 16.7 16.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.40 Lane Grp Cap(c), veh/h 162 1084 483 159 1078 481 245 1237 552 127 501 492 V/C Ratio(X) 0.85 0.90 0.46 0.82 0.68 0.41 0.87 0.52 0.30 0.79 0.64 0.65 Avail Cap(c_a), veh/h 162 1137 507 178 1167 521 279 1237 552 196 501 492 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 47.2 35.1 29.6 47.1 32.2 29.2 44.5 27.3 25.0 48.2 33.2 33.2 Incr Delay (d2), s/veh 32.5 9.8 0.7 23.7 1.5 0.6 22.9 1.5 1.4 11.6 6.2 6.5 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 4.9 12.6 4.4 4.3 8.0 3.9 6.7 6.1 3.0 2.9 7.5 7.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 79.7 44.9 30.3 70.8 33.7 29.8 67.5 28.8 26.3 59.7 39.4 39.7 LnGrp LOS E D C E C C E C C E D D Approach Vol, veh/h 1339 1063 1014 742 Approach Delay, s/veh 46.1 37.5 36.6 42.3 Approach LOS D D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 42.0 13.9 37.4 19.0 35.0 14.1 37.3 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 11.6 34.6 10.5 33.7 16.5 29.7 9.6 34.6 Max Q Clear Time (g_c+I1), s 7.9 17.0 9.6 29.8 14.4 18.9 10.0 21.1 Green Ext Time (p_c), s 0.1 3.9 0.0 2.3 0.1 2.5 0.0 4.4 Intersection Summary HCM 6th Ctrl Delay 40.9 HCM 6th LOS D Scenario 4 Catavina Residential 4:09 pm 02/17/2025 Existing plus Project PM Peak Hour Synchro 11 Report Page 7 Appendix E: Opening Year 2027 Without Project Synchro Worksheets Michael Baker NTER 0 h 1 *14, HCM 6th Signalized Intersection Summary OY 2027 AM Peak Hour 1: Cook St & I-10 NB On Ramp/I-10 NB Off Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 0 0 0 0 0 0 1437 1437 0 1.00 1.00 1870 1681 0.92 2 1891 0.53 3563 1681 1781 44.0 44.0 1.00 1891 0.89 2737 1.00 1.00 21.9 2.9 0.0 18.0 24.8 C 3 3 0 1.00 No 1870 0 0.92 2 993 0.00 1870 0 1870 0.0 0.0 993 0.00 1437 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1681 24.8 C 115 115 0 1.00 1.00 1870 0 0.92 2 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 358 358 0 1.00 No 1870 389 0.92 2 1285 0.36 3741 389 1777 8.2 8.2 1285 0.30 1285 1.00 1.00 24.0 0.6 0.0 3.3 24.6 C 389 24.6 C 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 423 423 0 1.00 No 1870 460 0.92 2 1694 0.36 4851 332 1702 7.3 7.3 1231 0.27 1231 1.00 1.00 23.7 0.5 0.0 2.8 24.3 C 510 24.5 C 46 46 0 1.00 1.00 1870 50 0.92 2 181 0.36 501 178 1780 7.4 7.4 0.28 644 0.28 644 1.00 1.00 23.8 1.1 0.0 3.1 24.8 C Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 2 44.0 6.0 38.0 10.2 2.2 6 44.0 6.0 38.0 9.4 2.8 8 61.1 5.3 80.7 46.0 9.7 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 24.7 C Notes User approved volume balancing among the lanes for turning movement. Scenario 5 Catavina Residential 4:19 pm 02/17/2025 OY 2027 AM Peak Hour Synchro 11 Report Page 1 h f 11 h *1 HCM 6th Signalized Intersection Summary OY 2027 AM Peak Hour 2: Cook St & I-10 SB Off Ramp/I-10 SB On Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 92 92 0 1.00 1.00 1870 100 0.92 2 475 0.27 1781 100 1781 5.7 5.7 1.00 475 0.21 475 1.00 1.00 37.0 0.2 0.0 2.5 37.2 D 1 1 0 1.00 No 1870 0 0.92 2 0 0.00 0 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1140 150.2 F 956 956 0 1.00 1.00 1870 1040 0.92 2 846 0.27 3170 1040 1585 34.7 34.7 1.00 846 1.23 846 1.00 1.00 47.7 113.4 0.0 26.9 161.1 F 0 0 0 0 0 0 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 750 750 0 1.00 No 1870 815 0.92 2 1910 0.56 3572 815 1702 18.0 18.0 1910 0.43 1910 1.00 1.00 16.5 0.7 0.0 6.5 17.2 B 1395 19.8 B 534 534 0 1.00 1.00 1870 580 0.92 2 889 0.56 1585 580 1585 32.9 32.9 1.00 889 0.65 889 1.00 1.00 19.8 3.7 0.0 11.8 23.5 C 64 64 0 1.00 1.00 1870 70 0.92 2 90 0.05 1781 70 1781 5.0 5.0 1.00 90 0.78 281 1.00 1.00 61.0 13.3 0.0 2.5 74.3 E 1809 1809 0 1.00 No 1870 1966 0.92 2 3299 0.65 5274 1966 1702 28.8 28.8 3299 0.60 3299 1.00 1.00 13.2 0.8 0.0 9.6 14.0 B 2036 16.1 B 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 1 11.1 4.5 20.5 7.0 0.1 2 78.9 6.0 59.0 34.9 9.5 4 40.0 5.3 34.7 36.7 0.0 6 90.0 6.0 84.0 30.8 21.8 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 50.7 D Notes User approved volume balancing among the lanes for turning movement. Scenario 5 Catavina Residential 4:19 pm 02/17/2025 OY 2027 AM Peak Hour Synchro 11 Report Page 2 Li5Fl A’ f A’II f A’ tff HCM 6th Signalized Intersection Summary OY 2027 AM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations Traffic Volume (veh/h) 10 463 148 147 32 270 169 2 193 657 28 73 Future Volume (veh/h) 10 463 148 147 32 270 169 2 193 657 28 73 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 487 156 0 34 284 178 203 692 29 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 547 961 94 495 221 254 2684 758 Arrive On Green 0.16 0.27 0.00 0.03 0.14 0.14 0.07 0.48 0.48 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 5611 1585 Grp Volume(v), veh/h 487 156 0 34 284 178 203 692 29 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1870 1585 Q Serve(g_s), s 18.0 4.4 0.0 1.3 9.8 14.2 7.6 9.6 1.3 Cycle Q Clear(g_c), s 18.0 4.4 0.0 1.3 9.8 14.2 7.6 9.6 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 547 961 94 495 221 254 2684 758 V/C Ratio(X) 0.89 0.16 0.36 0.57 0.81 0.80 0.26 0.04 Avail Cap(c_a), veh/h 621 1428 132 925 412 272 2684 758 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.9 36.4 0.0 62.5 52.6 54.5 59.6 20.3 18.1 Incr Delay (d2), s/veh 13.8 0.1 0.0 2.3 1.1 6.8 14.6 0.2 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 %ile BackOfQ(50%),veh/ln 8.6 1.9 0.0 0.6 4.3 5.9 3.7 4.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.7 36.5 0.0 64.8 53.7 61.3 74.2 20.5 18.2 LnGrp LOS E D E D E E C B Approach Vol, veh/h 643 496 924 Approach Delay, s/veh 60.2 57.2 32.2 Approach LOS E E C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.2 67.8 8.0 40.6 14.1 67.9 25.2 23.5 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 20.5 52.4 5.0 52.5 10.3 62.6 23.5 34.0 Max Q Clear Time (g_c+I1), s 9.3 11.6 3.3 6.4 9.6 64.6 20.0 16.2 Green Ext Time (p_c), s 0.4 4.6 0.0 0.9 0.0 0.0 0.6 2.0 Intersection Summary HCM 6th Ctrl Delay 49.8 HCM 6th LOS D Notes User approved ignoring U-Turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Scenario 5 Catavina Residential 4:19 pm 02/17/2025 OY 2027 AM Peak Hour Synchro 11 Report Page 3 A’ *f HCM 6th Signalized Intersection Summary OY 2027 AM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 186 1612 799 Future Volume (veh/h) 186 1612 799 Initial Q (Qb), veh 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1870 1870 Adj Flow Rate, veh/h 196 1697 841 Peak Hour Factor 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 Cap, veh/h 256 2688 759 Arrive On Green 0.07 0.48 0.48 Sat Flow, veh/h 3456 5611 1585 Grp Volume(v), veh/h 196 1697 841 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 Q Serve(g_s), s 7.3 29.5 62.6 Cycle Q Clear(g_c), s 7.3 29.5 62.6 Prop In Lane 1.00 1.00 Lane Grp Cap(c), veh/h 256 2688 759 V/C Ratio(X) 0.76 0.63 1.11 Avail Cap(c_a), veh/h 542 2688 759 HCM Platoon Ratio 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.4 25.4 34.0 Incr Delay (d2), s/veh 4.7 1.1 66.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 12.4 36.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.1 26.6 100.3 LnGrp LOS E C F Approach Vol, veh/h 2734 Approach Delay, s/veh 51.9 Approach LOS D Timer - Assigned Phs Scenario 5 Catavina Residential 4:19 pm 02/17/2025 OY 2027 AM Peak Hour Synchro 11 Report Page 4 h 11 h 1 r 4 4 l HCM 6th TWSC OY 2027 AM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 02/28/2025 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 534 0 0 462 8 0 0 0 24 0 24 Future Vol, veh/h 8 534 0 0 462 8 0 0 0 24 0 24 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 140 --270 -100 ------ 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 9 580 0 0 502 9 0 0 0 26 0 26 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 511 0 0 580 0 0 849 1109 290 810 1100 251 Stage 1 ------598 598 -502 502 - Stage 2 ------251 511 -308 598 - Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1050 --990 --254 208 707 271 211 749 Stage 1 ------456 489 -520 540 - Stage 2 ------731 535 -677 489 - Platoon blocked, % ---- Mov Cap-1 Maneuver 1050 --990 --244 206 707 269 209 749 Mov Cap-2 Maneuver ------244 206 -269 209 - Stage 1 ------452 485 -515 540 - Stage 2 ------706 535 -671 485 - Approach EB WB NB SB HCM Control Delay, s 0.1 0 0 15.5 HCM LOS A C HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 0 A - 0.008 8.5 A 0 - - - - - - - - - 0 A 0 - - - - - - - - 0.132 15.5 C 0.5 Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) -1050 --990 --396 Scenario 5 Catavina Residential 4:19 pm 02/17/2025 OY 2027 AM Peak Hour Synchro 11 Report Page 1 h 1 f h 1 f h 11 h *1 HCM 6th Signalized Intersection Summary OY 2027 AM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 260 230 88 153 224 260 319 36 262 776 60 Future Volume (veh/h) 69 260 230 88 153 224 260 319 36 262 776 60 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 75 283 250 96 166 243 283 347 39 285 843 65 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 96 693 309 122 744 332 321 1596 176 323 1659 127 Arrive On Green 0.05 0.19 0.19 0.07 0.21 0.21 0.18 0.34 0.34 0.18 0.34 0.34 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 4667 514 1781 4836 372 Grp Volume(v), veh/h 75 283 250 96 166 243 283 251 135 285 592 316 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1702 1778 1781 1702 1803 Q Serve(g_s), s 3.8 6.4 13.8 4.9 3.6 13.1 14.2 4.8 5.0 14.3 12.7 12.8 Cycle Q Clear(g_c), s 3.8 6.4 13.8 4.9 3.6 13.1 14.2 4.8 5.0 14.3 12.7 12.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.29 1.00 0.21 Lane Grp Cap(c), veh/h 96 693 309 122 744 332 321 1164 608 323 1168 619 V/C Ratio(X) 0.78 0.41 0.81 0.79 0.22 0.73 0.88 0.22 0.22 0.88 0.51 0.51 Avail Cap(c_a), veh/h 138 1161 518 165 1215 542 398 1164 608 398 1168 619 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 42.9 32.3 35.3 42.1 30.1 33.9 36.7 21.5 21.5 36.7 24.0 24.0 Incr Delay (d2), s/veh 16.1 0.4 5.0 15.9 0.1 3.1 17.4 0.4 0.8 17.6 1.6 3.0 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 2.0 2.6 5.4 2.6 1.4 5.0 7.2 1.8 2.0 7.3 4.8 5.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 59.0 32.7 40.4 58.0 30.3 37.0 54.1 21.9 22.4 54.3 25.6 27.0 LnGrp LOS E C D E C D D C C D C C Approach Vol, veh/h 608 505 669 1193 Approach Delay, s/veh 39.1 38.8 35.6 32.8 Approach LOS D D D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.1 36.7 10.8 23.2 21.0 36.8 9.5 24.5 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 20.5 31.4 8.5 30.0 20.5 31.4 7.1 31.4 Max Q Clear Time (g_c+I1), s 16.3 7.0 6.9 15.8 16.2 14.8 5.8 15.1 Green Ext Time (p_c), s 0.3 2.0 0.0 2.1 0.3 4.7 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 35.7 HCM 6th LOS D Scenario 5 Catavina Residential 4:19 pm 02/17/2025 OY 2027 AM Peak Hour Synchro 11 Report Page 5 1 f 1 f *1 I" **f HCM 6th Signalized Intersection Summary OY 2027 AM Peak Hour 6: Cook St & Frank Sinatra Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 178 67 77 79 126 47 46 678 14 28 1434 293 Future Volume (veh/h) 178 67 77 79 126 47 46 678 14 28 1434 293 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 207 78 90 92 147 55 53 788 16 33 1667 341 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 294 578 258 198 479 214 155 1718 35 115 2404 746 Arrive On Green 0.09 0.16 0.16 0.06 0.13 0.13 0.04 0.48 0.48 0.03 0.47 0.47 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3562 72 3456 5106 1585 Grp Volume(v), veh/h 207 78 90 92 147 55 53 393 411 33 1667 341 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1857 1728 1702 1585 Q Serve(g_s), s 4.3 1.4 3.7 1.9 2.8 2.3 1.1 10.9 10.9 0.7 19.0 10.8 Cycle Q Clear(g_c), s 4.3 1.4 3.7 1.9 2.8 2.3 1.1 10.9 10.9 0.7 19.0 10.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 1.00 Lane Grp Cap(c), veh/h 294 578 258 198 479 214 155 857 896 115 2404 746 V/C Ratio(X) 0.70 0.13 0.35 0.46 0.31 0.26 0.34 0.46 0.46 0.29 0.69 0.46 Avail Cap(c_a), veh/h 350 1659 740 275 1582 706 233 857 896 233 2404 746 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 26.6 27.6 33.8 28.9 28.7 34.3 12.8 12.8 35.0 15.4 13.2 Incr Delay (d2), s/veh 5.1 0.1 0.8 1.7 0.4 0.6 1.3 1.8 1.7 1.4 1.7 2.0 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 1.8 0.5 1.3 0.8 1.1 0.8 0.4 3.8 3.9 0.3 6.1 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.1 26.7 28.4 35.5 29.3 29.4 35.6 14.5 14.4 36.3 17.1 15.2 LnGrp LOS D C C D C C D B B D B B Approach Vol, veh/h 375 294 857 2041 Approach Delay, s/veh 33.4 31.3 15.8 17.1 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.0 41.1 8.7 17.4 7.8 40.2 10.8 15.3 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 5.0 34.9 5.9 34.6 5.0 34.9 7.5 33.0 Max Q Clear Time (g_c+I1), s 2.7 12.9 3.9 5.7 3.1 21.0 6.3 4.8 Green Ext Time (p_c), s 0.0 4.2 0.0 0.6 0.0 9.4 0.1 0.9 Intersection Summary HCM 6th Ctrl Delay 19.7 HCM 6th LOS B Scenario 5 Catavina Residential 4:19 pm 02/17/2025 OY 2027 AM Peak Hour Synchro 11 Report Page 6 F h 1 r h 114 l HCM 6th TWSC OY 2027 AM Peak Hour 7: Portola Ave & Driveway/Desert Willow Ct 02/28/2025 Intersection Int Delay, s/veh 0.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 1 0 1 0 439 3 9 812 0 Future Vol, veh/h 0 0 0 1 0 1 0 439 3 9 812 0 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 ---100 -160 100 -- 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 0 0 0 1 0 1 0 477 3 10 883 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1142 -442 939 1380 239 883 0 0 480 0 0 Stage 1 903 --477 477 ------- Stage 2 239 --462 903 ------- Critical Hdwy 7.54 -6.94 7.54 6.54 6.94 4.14 --4.14 -- Critical Hdwy Stg 1 6.54 --6.54 5.54 ------- Critical Hdwy Stg 2 6.54 --6.54 5.54 ------- Follow-up Hdwy 3.52 -3.32 3.52 4.02 3.32 2.22 --2.22 -- Pot Cap-1 Maneuver 155 0 563 219 143 762 762 --1079 -- Stage 1 299 0 -538 554 ------- Stage 2 743 0 -549 354 ------- Platoon blocked, % ---- Mov Cap-1 Maneuver 154 -563 217 142 762 762 --1079 -- Mov Cap-2 Maneuver 154 --217 142 ------- Stage 1 299 --538 554 ------- Stage 2 742 --544 351 ------- Approach EB WB NB SB HCM Control Delay, s 0 15.7 0 0.1 HCM LOS A C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 762 ----338 1079 -- HCM Lane V/C Ratio -----0.006 0.009 -- HCM Control Delay (s) 0 --0 0 15.7 8.4 -- HCM Lane LOS A --A A C A -- HCM 95th %tile Q(veh) 0 ----0 0 -- Scenario 5 Catavina Residential 4:19 pm 02/17/2025 OY 2027 AM Peak Hour Synchro 11 Report Page 2 h 1 f h 1 f h 1 f h *1 HCM 6th Signalized Intersection Summary OY 2027 AM Peak Hour 8: Portola Ave & Country Club Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 45 387 178 135 843 69 250 425 136 75 598 292 Future Volume (veh/h) 45 387 178 135 843 69 250 425 136 75 598 292 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 49 425 196 148 926 76 275 467 149 82 657 321 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 65 830 370 177 1055 470 304 1496 667 105 715 349 Arrive On Green 0.04 0.23 0.23 0.10 0.30 0.30 0.17 0.42 0.42 0.06 0.31 0.31 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 3554 1585 1781 2313 1130 Grp Volume(v), veh/h 49 425 196 148 926 76 275 467 149 82 505 473 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1777 1585 1781 1777 1667 Q Serve(g_s), s 2.9 10.9 11.3 8.6 26.0 3.7 15.9 9.2 6.3 4.8 28.7 28.7 Cycle Q Clear(g_c), s 2.9 10.9 11.3 8.6 26.0 3.7 15.9 9.2 6.3 4.8 28.7 28.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.68 Lane Grp Cap(c), veh/h 65 830 370 177 1055 470 304 1496 667 105 549 515 V/C Ratio(X) 0.76 0.51 0.53 0.84 0.88 0.16 0.90 0.31 0.22 0.78 0.92 0.92 Avail Cap(c_a), veh/h 88 983 439 178 1163 519 314 1496 667 177 549 515 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 50.1 35.0 35.1 46.4 35.1 27.2 42.6 20.2 19.4 48.7 34.9 34.9 Incr Delay (d2), s/veh 22.0 0.5 1.2 27.7 7.4 0.2 27.3 0.5 0.8 11.8 22.8 23.9 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 1.6 4.5 4.3 5.0 11.7 1.4 8.9 3.6 2.3 2.4 14.8 14.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.1 35.4 36.3 74.1 42.4 27.4 69.9 20.8 20.2 60.5 57.8 58.8 LnGrp LOS E D D E D C E C C E E E Approach Vol, veh/h 670 1150 891 1060 Approach Delay, s/veh 38.4 45.5 35.8 58.5 Approach LOS D D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 49.4 14.9 29.8 22.4 37.7 8.3 36.4 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 10.4 40.5 10.5 29.0 18.5 32.4 5.2 34.3 Max Q Clear Time (g_c+I1), s 6.8 11.2 10.6 13.3 17.9 30.7 4.9 28.0 Green Ext Time (p_c), s 0.0 3.2 0.0 2.7 0.1 0.9 0.0 3.1 Intersection Summary HCM 6th Ctrl Delay 45.6 HCM 6th LOS D Scenario 5 Catavina Residential 4:19 pm 02/17/2025 OY 2027 AM Peak Hour Synchro 11 Report Page 7 h 1 *14, HCM 6th Signalized Intersection Summary OY 2027 PM Peak Hour 1: Cook St & I-10 NB On Ramp/I-10 NB Off Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 0 0 0 0 0 0 199 199 0 1.00 1.00 1870 217 0.92 2 304 0.09 3563 217 1781 6.2 6.2 1.00 304 0.71 1186 1.00 1.00 46.4 3.1 0.0 2.9 49.5 D 0 0 0 1.00 No 1870 0 0.92 2 160 0.00 1870 0 1870 0.0 0.0 160 0.00 623 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 217 49.5 D 1 1 0 1.00 1.00 1870 0 0.92 2 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 888 888 0 1.00 No 1870 965 0.92 2 2865 0.81 3741 965 1777 7.5 7.5 2865 0.34 2865 1.00 1.00 2.7 0.3 0.0 1.2 3.0 A 965 3.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 391 391 0 1.00 No 1870 425 0.92 2 2744 0.81 3572 425 1702 2.9 2.9 2744 0.15 2744 1.00 1.00 2.2 0.1 0.0 0.4 2.4 A 1170 4.4 A 685 685 0 1.00 1.00 1870 745 0.92 2 1278 0.81 1585 745 1585 17.9 17.9 1.00 1278 0.58 1278 1.00 1.00 3.7 1.9 0.0 2.9 5.6 A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 2 90.0 6.0 84.0 9.5 7.1 6 90.0 6.0 84.0 19.9 9.9 8 14.2 5.3 34.7 8.2 0.7 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 8.0 A Notes User approved volume balancing among the lanes for turning movement. Scenario 6 Catavina Residential 4:29 pm 02/17/2025 OY 2027 PM Peak Hour Synchro 11 Report Page 1 h f 11 h *1 HCM 6th Signalized Intersection Summary OY 2027 PM Peak Hour 2: Cook St & I-10 SB Off Ramp/I-10 SB On Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 321 321 0 1.00 1.00 1870 349 0.92 2 558 0.31 1781 349 1781 21.8 21.8 1.00 558 0.63 558 1.00 1.00 38.1 2.2 0.0 9.9 40.3 D 7 7 0 1.00 No 1870 0 0.92 2 0 0.00 0 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1501 107.8 F 1055 1055 0 1.00 1.00 1870 1152 0.92 2 992 0.31 3170 1152 1585 40.7 40.7 1.00 992 1.16 992 1.00 1.00 44.7 83.6 0.0 27.4 128.3 F 0 0 0 0 0 0 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1674 1674 0 1.00 No 1870 1820 0.92 2 2154 0.55 4106 1564 1702 50.1 50.1 1862 0.84 1862 1.00 1.00 24.7 4.8 0.0 19.1 29.4 C 2363 32.1 C 500 500 0 1.00 1.00 1870 543 0.92 2 619 0.55 1133 799 1667 54.2 54.2 0.68 912 0.88 912 1.00 1.00 25.6 11.6 0.0 21.9 37.2 D 17 17 0 1.00 1.00 1870 18 0.92 2 33 0.02 1781 18 1781 1.3 1.3 1.00 33 0.55 89 1.00 1.00 63.3 13.6 0.0 0.7 76.9 E 574 574 0 1.00 No 1870 624 0.92 2 3064 0.60 5274 624 1702 7.2 7.2 3064 0.20 3064 1.00 1.00 11.8 0.2 0.0 2.5 12.0 B 642 13.8 B 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 1 6.9 4.5 6.5 3.3 0.0 2 77.1 6.0 67.0 56.2 9.0 4 46.0 5.3 40.7 42.7 0.0 6 84.0 6.0 78.0 9.2 4.1 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 54.7 D Notes User approved volume balancing among the lanes for turning movement. Scenario 6 Catavina Residential 4:29 pm 02/17/2025 OY 2027 PM Peak Hour Synchro 11 Report Page 2 5 wl A’ f A’II f A’ iff HCM 6th Signalized Intersection Summary OY 2027 PM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Volume (veh/h) 10 642 395 280 6 102 367 319 Future Volume (veh/h) 10 642 395 280 6 102 367 319 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 676 416 0 107 386 336 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 655 1366 162 860 383 Arrive On Green 0.19 0.38 0.00 0.05 0.24 0.24 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 676 416 0 107 386 336 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 21.5 9.3 0.0 3.5 10.5 23.1 Cycle Q Clear(g_c), s 21.5 9.3 0.0 3.5 10.5 23.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 655 1366 162 860 383 V/C Ratio(X) 1.03 0.30 0.66 0.45 0.88 Avail Cap(c_a), veh/h 655 1475 256 1065 475 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.0 24.3 0.0 53.2 36.6 41.4 Incr Delay (d2), s/veh 43.7 0.1 0.0 4.5 0.4 14.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.8 3.7 0.0 1.6 4.4 10.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 89.7 24.5 0.0 57.7 36.9 55.7 LnGrp LOS F C E D E Approach Vol, veh/h 1092 829 Approach Delay, s/veh 64.8 47.2 Approach LOS E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.7 40.0 9.8 48.9 17.0 37.7 26.0 32.7 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 11.0 33.9 8.4 47.1 12.5 32.4 21.5 34.0 Max Q Clear Time (g_c+I1), s 10.1 24.1 5.5 11.3 14.5 29.4 23.5 25.1 Green Ext Time (p_c), s 0.1 5.3 0.1 2.5 0.0 1.9 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 51.9 HCM 6th LOS D Notes User approved ignoring U-Turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 6 6 364 364 0 1.00 1.00 1870 383 0.95 2 381 0.11 3456 383 1728 12.5 12.5 1.00 381 1.01 381 1.00 1.00 50.5 47.6 0.0 7.7 98.1 F 1167 1167 0 1.00 No 1870 1228 0.95 2 1718 0.31 5611 1228 1870 22.1 22.1 1718 0.71 1718 1.00 1.00 35.0 2.6 0.0 9.8 37.5 D 1692 50.9 D 77 77 0 1.00 1.00 1870 81 0.95 2 485 0.31 1585 81 1585 4.2 4.2 1.00 485 0.17 485 1.00 1.00 28.8 0.7 0.0 1.6 29.5 C Scenario 6 Catavina Residential 4:29 pm 02/17/2025 OY 2027 PM Peak Hour Synchro 11 Report Page 3 LA f A’ iff fLane Configurations HCM 6th Signalized Intersection Summary OY 2027 PM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement SBU SBL SBT SBR Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 32 32 238 238 0 1.00 1.00 1870 251 0.95 2 310 0.09 3456 251 1728 8.1 8.1 1.00 310 0.81 335 1.00 1.00 50.7 13.1 0.0 3.9 63.8 E 878 878 0 1.00 No 1870 924 0.95 2 1602 0.29 5611 924 1870 16.0 16.0 1602 0.58 1602 1.00 1.00 34.7 1.5 0.0 7.0 36.2 D 1575 46.7 D 380 380 0 1.00 1.00 1870 400 0.95 2 453 0.29 1585 400 1585 27.4 27.4 1.00 453 0.88 453 1.00 1.00 38.7 21.4 0.0 12.7 60.1 E Timer - Assigned Phs Scenario 6 Catavina Residential 4:29 pm 02/17/2025 OY 2027 PM Peak Hour Synchro 11 Report Page 4 h 11 h 1 r 4 4 l HCM 6th TWSC OY 2027 PM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 02/28/2025 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 600 0 0 470 27 0 0 0 16 0 16 Future Vol, veh/h 27 600 0 0 470 27 0 0 0 16 0 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 140 --270 -100 ------ 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 29 652 0 0 511 29 0 0 0 17 0 17 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 540 0 0 652 0 0 966 1250 326 895 1221 256 Stage 1 ------710 710 -511 511 - Stage 2 ------256 540 -384 710 - Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1025 --930 --209 172 670 235 179 743 Stage 1 ------391 435 -514 535 - Stage 2 ------726 519 -611 435 - Platoon blocked, % ---- Mov Cap-1 Maneuver 1025 --930 --200 167 670 230 174 743 Mov Cap-2 Maneuver ------200 167 -230 174 - Stage 1 ------380 423 -500 535 - Stage 2 ------709 519 -594 423 - Approach EB WB NB SB HCM Control Delay, s 0.4 0 0 16.4 HCM LOS A C HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) - 0 A - 0.029 8.6 A 0.1 - - - - - - - - - 0 A 0 - - - - - - - - 0.099 16.4 C 0.3 Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) -1025 --930 --351 Scenario 6 Catavina Residential 4:29 pm 02/17/2025 OY 2027 PM Peak Hour Synchro 11 Report Page 1 h 1 f h 1 f h 11 h *1 HCM 6th Signalized Intersection Summary OY 2027 PM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 154 226 239 68 154 158 296 612 78 261 565 49 Future Volume (veh/h) 154 226 239 68 154 158 296 612 78 261 565 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 167 246 260 74 167 172 322 665 85 284 614 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 186 707 315 95 526 235 351 1655 209 318 1638 140 Arrive On Green 0.10 0.20 0.20 0.05 0.15 0.15 0.20 0.36 0.36 0.18 0.34 0.34 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 4589 581 1781 4791 410 Grp Volume(v), veh/h 167 246 260 74 167 172 322 492 258 284 435 232 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1702 1766 1781 1702 1797 Q Serve(g_s), s 8.7 5.6 14.8 3.9 3.9 9.7 16.6 10.1 10.3 14.6 9.0 9.2 Cycle Q Clear(g_c), s 8.7 5.6 14.8 3.9 3.9 9.7 16.6 10.1 10.3 14.6 9.0 9.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 0.23 Lane Grp Cap(c), veh/h 186 707 315 95 526 235 351 1228 637 318 1164 614 V/C Ratio(X) 0.90 0.35 0.83 0.78 0.32 0.73 0.92 0.40 0.41 0.89 0.37 0.38 Avail Cap(c_a), veh/h 186 1177 525 165 1135 506 351 1228 637 340 1164 614 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 41.6 32.4 36.0 43.9 35.8 38.2 36.9 22.4 22.5 37.7 23.3 23.4 Incr Delay (d2), s/veh 38.9 0.3 5.4 12.5 0.3 4.4 28.2 1.0 1.9 23.8 0.9 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/ln 5.6 2.3 5.8 1.9 1.6 3.8 9.4 3.8 4.2 8.0 3.4 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 80.4 32.7 41.5 56.4 36.1 42.6 65.2 23.4 24.4 61.5 24.2 25.1 LnGrp LOS F C D E D D E C C E C C Approach Vol, veh/h 673 413 1072 951 Approach Delay, s/veh 47.9 42.5 36.2 35.6 Approach LOS D D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.2 39.2 9.5 24.0 23.0 37.4 14.3 19.2 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 17.9 32.7 8.7 31.1 18.5 32.1 9.8 30.0 Max Q Clear Time (g_c+I1), s 16.6 12.3 5.9 16.8 18.6 11.2 10.7 11.7 Green Ext Time (p_c), s 0.1 4.1 0.0 1.9 0.0 3.6 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 39.4 HCM 6th LOS D Scenario 6 Catavina Residential 4:29 pm 02/17/2025 OY 2027 PM Peak Hour Synchro 11 Report Page 5 1 f 1 f *1 I" **f HCM 6th Signalized Intersection Summary OY 2027 PM Peak Hour 6: Cook St & Frank Sinatra Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 201 233 133 59 203 128 117 1355 76 150 1220 60 Future Volume (veh/h) 201 233 133 59 203 128 117 1355 76 150 1220 60 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 212 245 140 62 214 135 123 1426 80 158 1284 63 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 277 595 265 169 483 215 216 1535 86 238 2323 721 Arrive On Green 0.08 0.17 0.17 0.05 0.14 0.14 0.06 0.45 0.45 0.07 0.46 0.46 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3421 191 3456 5106 1585 Grp Volume(v), veh/h 212 245 140 62 214 135 123 739 767 158 1284 63 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1836 1728 1702 1585 Q Serve(g_s), s 4.4 4.5 5.9 1.3 4.1 5.9 2.5 28.9 29.1 3.3 13.5 1.7 Cycle Q Clear(g_c), s 4.4 4.5 5.9 1.3 4.1 5.9 2.5 28.9 29.1 3.3 13.5 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 277 595 265 169 483 215 216 797 823 238 2323 721 V/C Ratio(X) 0.77 0.41 0.53 0.37 0.44 0.63 0.57 0.93 0.93 0.66 0.55 0.09 Avail Cap(c_a), veh/h 277 1256 560 235 1594 711 305 797 823 240 2323 721 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.2 27.4 28.0 33.9 29.2 30.0 33.5 19.1 19.2 33.4 14.6 11.4 Incr Delay (d2), s/veh 12.0 0.5 1.6 1.3 0.6 3.0 2.4 18.4 18.6 6.6 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 2.1 1.7 2.1 0.5 1.6 2.2 1.0 13.2 13.8 1.5 4.3 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.2 27.9 29.6 35.2 29.9 33.0 35.9 37.5 37.8 40.1 15.5 11.6 LnGrp LOS D C C D C C D D D D B B Approach Vol, veh/h 597 411 1629 1505 Approach Delay, s/veh 34.4 31.7 37.5 18.0 Approach LOS C C D B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.6 38.3 8.1 17.6 9.1 38.8 10.4 15.3 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 5.1 33.0 5.0 26.0 6.5 33.0 5.9 33.0 Max Q Clear Time (g_c+I1), s 5.3 31.1 3.3 7.9 4.5 15.5 6.4 7.9 Green Ext Time (p_c), s 0.0 1.4 0.0 1.6 0.1 7.8 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 29.4 HCM 6th LOS C Scenario 6 Catavina Residential 4:29 pm 02/17/2025 OY 2027 PM Peak Hour Synchro 11 Report Page 6 F h 1 r h 114 l HCM 6th TWSC OY 2027 PM Peak Hour 7: Portola Ave & Driveway/Desert Willow Ct 02/28/2025 Intersection Int Delay, s/veh 0.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 5 0 4 0 708 2 0 621 0 Future Vol, veh/h 0 0 0 5 0 4 0 708 2 0 621 0 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 ---100 -160 100 -- 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 0 0 0 5 0 4 0 770 2 0 675 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1060 -338 1108 1445 385 675 0 0 772 0 0 Stage 1 675 --770 770 ------- Stage 2 385 --338 675 ------- Critical Hdwy 7.54 -6.94 7.54 6.54 6.94 4.14 --4.14 -- Critical Hdwy Stg 1 6.54 --6.54 5.54 ------- Critical Hdwy Stg 2 6.54 --6.54 5.54 ------- Follow-up Hdwy 3.52 -3.32 3.52 4.02 3.32 2.22 --2.22 -- Pot Cap-1 Maneuver 178 0 658 164 131 613 912 --839 -- Stage 1 410 0 -359 408 ------- Stage 2 610 0 -650 451 ------- Platoon blocked, % ---- Mov Cap-1 Maneuver 177 -658 164 131 613 912 --839 -- Mov Cap-2 Maneuver 177 --164 131 ------- Stage 1 410 --359 408 ------- Stage 2 606 --650 451 ------- Approach EB WB NB SB HCM Control Delay, s 0 20.4 0 0 HCM LOS A C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 912 ----243 839 -- HCM Lane V/C Ratio -----0.04 --- HCM Control Delay (s) 0 --0 0 20.4 0 -- HCM Lane LOS A --A A C A -- HCM 95th %tile Q(veh) 0 ----0.1 0 -- Scenario 6 Catavina Residential 4:29 pm 02/17/2025 OY 2027 PM Peak Hour Synchro 11 Report Page 2 h 1 f h 1 f h 1 f h *1 HCM 6th Signalized Intersection Summary OY 2027 PM Peak Hour 8: Portola Ave & Country Club Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 104 983 221 137 742 172 212 597 168 88 490 106 Future Volume (veh/h) 104 983 221 137 742 172 212 597 168 88 490 106 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 109 1035 233 144 781 181 223 628 177 93 516 112 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 135 1094 488 172 1168 521 252 1240 553 118 794 172 Arrive On Green 0.08 0.31 0.31 0.10 0.33 0.33 0.14 0.35 0.35 0.07 0.27 0.27 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 3554 1585 1781 2906 628 Grp Volume(v), veh/h 109 1035 233 144 781 181 223 628 177 93 315 313 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1777 1585 1781 1777 1757 Q Serve(g_s), s 6.5 30.9 13.0 8.6 20.5 9.4 13.3 15.2 8.9 5.6 17.0 17.1 Cycle Q Clear(g_c), s 6.5 30.9 13.0 8.6 20.5 9.4 13.3 15.2 8.9 5.6 17.0 17.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.36 Lane Grp Cap(c), veh/h 135 1094 488 172 1168 521 252 1240 553 118 486 480 V/C Ratio(X) 0.81 0.95 0.48 0.84 0.67 0.35 0.88 0.51 0.32 0.79 0.65 0.65 Avail Cap(c_a), veh/h 157 1102 492 172 1168 521 271 1240 553 190 486 480 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 49.4 36.7 30.5 48.2 31.4 27.6 45.7 28.0 25.9 50.0 34.9 34.9 Incr Delay (d2), s/veh 22.8 15.8 0.7 28.7 1.5 0.4 26.1 1.5 1.5 11.1 6.5 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/ln 3.7 14.9 4.8 5.1 8.6 3.5 7.4 6.2 3.4 2.7 7.7 7.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.2 52.5 31.2 76.9 32.9 28.0 71.9 29.5 27.4 61.1 41.4 41.7 LnGrp LOS E D C E C C E C C E D D Approach Vol, veh/h 1377 1106 1028 721 Approach Delay, s/veh 50.4 37.8 38.3 44.1 Approach LOS D D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.7 43.2 15.0 38.8 19.9 35.0 12.7 41.0 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 11.6 34.6 10.5 33.7 16.5 29.7 9.6 34.6 Max Q Clear Time (g_c+I1), s 7.6 17.2 10.6 32.9 15.3 19.1 8.5 22.5 Green Ext Time (p_c), s 0.1 3.9 0.0 0.6 0.1 2.4 0.0 4.4 Intersection Summary HCM 6th Ctrl Delay 43.1 HCM 6th LOS D Scenario 6 Catavina Residential 4:29 pm 02/17/2025 OY 2027 PM Peak Hour Synchro 11 Report Page 7 Appendix F: Opening Year 2027 Plus Project Synchro Worksheets Michael Baker NTER 0 h 1 *14, HCM 6th Signalized Intersection Summary OY 2027 with Project AM Peak Hour 1: Cook St & I-10 NB On Ramp/I-10 NB Off Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 0 0 0 0 0 0 1450 1450 0 1.00 1.00 1870 1695 0.92 2 1903 0.53 3563 1695 1781 44.7 44.7 1.00 1903 0.89 2716 1.00 1.00 21.9 3.0 0.0 18.3 24.9 C 3 3 0 1.00 No 1870 0 0.92 2 999 0.00 1870 0 1870 0.0 0.0 999 0.00 1426 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1695 24.9 C 115 115 0 1.00 1.00 1870 0 0.92 2 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 358 358 0 1.00 No 1870 389 0.92 2 1276 0.36 3741 389 1777 8.3 8.3 1276 0.30 1276 1.00 1.00 24.4 0.6 0.0 3.3 25.0 C 389 25.0 C 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 423 423 0 1.00 No 1870 460 0.92 2 1681 0.36 4851 332 1702 7.3 7.3 1222 0.27 1222 1.00 1.00 24.1 0.5 0.0 2.8 24.7 C 510 24.9 C 46 46 0 1.00 1.00 1870 50 0.92 2 180 0.36 501 178 1780 7.5 7.5 0.28 639 0.28 639 1.00 1.00 24.2 1.1 0.0 3.1 25.2 C Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 2 44.0 6.0 38.0 10.3 2.2 6 44.0 6.0 38.0 9.5 2.8 8 61.9 5.3 80.7 46.7 9.8 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 24.9 C Notes User approved volume balancing among the lanes for turning movement. Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 1 h f 11 h *1 HCM 6th Signalized Intersection Summary OY 2027 with Project AM Peak Hour 2: Cook St & I-10 SB Off Ramp/I-10 SB On Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 92 92 0 1.00 1.00 1870 110 0.84 2 530 0.30 1781 110 1781 6.0 6.0 1.00 530 0.21 530 1.00 1.00 34.2 0.2 0.0 2.7 34.4 C 1 1 0 1.00 No 1870 0 0.84 2 0 0.00 0 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1265 145.4 F 969 969 0 1.00 1.00 1870 1155 0.84 2 944 0.30 3170 1155 1585 38.7 38.7 1.00 944 1.22 944 1.00 1.00 45.7 110.3 0.0 29.5 155.9 F 0 0 0 0 0 0 0 0 0 1.00 1.00 0 0 0.84 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 789 789 0 1.00 No 1870 939 0.84 2 1791 0.53 3572 939 1702 23.5 23.5 1791 0.52 1791 1.00 1.00 20.2 1.1 0.0 8.8 21.3 C 1621 26.8 C 573 573 0 1.00 1.00 1870 682 0.84 2 834 0.53 1585 682 1585 46.5 46.5 1.00 834 0.82 834 1.00 1.00 25.6 8.7 0.0 17.7 34.4 C 64 64 0 1.00 1.00 1870 76 0.84 2 97 0.05 1781 76 1781 5.5 5.5 1.00 97 0.78 281 1.00 1.00 60.7 12.7 0.0 2.7 73.4 E 1822 1822 0 1.00 No 1870 2169 0.84 2 3142 0.62 5274 2169 1702 36.9 36.9 3142 0.69 3142 1.00 1.00 16.7 1.3 0.0 12.8 18.0 B 2245 19.9 B 0 0 0 1.00 1.00 0 0 0.84 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 1 11.6 4.5 20.5 7.5 0.1 2 74.4 6.0 55.0 48.5 4.6 4 44.0 5.3 38.7 40.7 0.0 6 86.0 6.0 80.0 38.9 22.9 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 53.0 D Notes User approved volume balancing among the lanes for turning movement. Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 2 Li5Fl A’ f A’II f A’ tff HCM 6th Signalized Intersection Summary OY 2027 with Project AM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations Traffic Volume (veh/h) 10 463 148 151 32 270 169 2 206 736 28 73 Future Volume (veh/h) 10 463 148 151 32 270 169 2 206 736 28 73 Initial Q (Qb), veh 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 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 487 156 0 34 284 178 217 775 29 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 546 960 94 495 221 268 2688 759 Arrive On Green 0.16 0.27 0.00 0.03 0.14 0.14 0.08 0.48 0.48 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 5611 1585 Grp Volume(v), veh/h 487 156 0 34 284 178 217 775 29 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1870 1585 Q Serve(g_s), s 18.1 4.4 0.0 1.3 9.8 14.3 8.1 10.9 1.3 Cycle Q Clear(g_c), s 18.1 4.4 0.0 1.3 9.8 14.3 8.1 10.9 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 546 960 94 495 221 268 2688 759 V/C Ratio(X) 0.89 0.16 0.36 0.57 0.81 0.81 0.29 0.04 Avail Cap(c_a), veh/h 615 1419 132 923 412 285 2688 759 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 36.5 0.0 62.6 52.7 54.7 59.5 20.6 18.1 Incr Delay (d2), s/veh 14.2 0.1 0.0 2.3 1.1 6.8 15.3 0.3 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 %ile BackOfQ(50%),veh/ln 8.7 1.9 0.0 0.6 4.3 5.9 4.0 4.5 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.3 36.6 0.0 64.9 53.8 61.5 74.8 20.9 18.2 LnGrp LOS E D E D E E C B Approach Vol, veh/h 643 496 1021 Approach Delay, s/veh 60.6 57.3 32.3 Approach LOS E E C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.2 68.0 8.0 40.7 14.6 67.6 25.2 23.5 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 20.5 52.6 5.0 52.3 10.8 62.3 23.3 34.0 Max Q Clear Time (g_c+I1), s 9.3 12.9 3.3 6.4 10.1 64.3 20.1 16.3 Green Ext Time (p_c), s 0.4 5.3 0.0 0.9 0.0 0.0 0.6 2.0 Intersection Summary HCM 6th Ctrl Delay 50.2 HCM 6th LOS D Notes User approved ignoring U-Turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 3 A’ *f HCM 6th Signalized Intersection Summary OY 2027 with Project AM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 186 1638 799 Future Volume (veh/h) 186 1638 799 Initial Q (Qb), veh 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1870 1870 Adj Flow Rate, veh/h 196 1724 841 Peak Hour Factor 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 Cap, veh/h 256 2669 754 Arrive On Green 0.07 0.48 0.48 Sat Flow, veh/h 3456 5611 1585 Grp Volume(v), veh/h 196 1724 841 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 Q Serve(g_s), s 7.3 30.5 62.3 Cycle Q Clear(g_c), s 7.3 30.5 62.3 Prop In Lane 1.00 1.00 Lane Grp Cap(c), veh/h 256 2669 754 V/C Ratio(X) 0.77 0.65 1.12 Avail Cap(c_a), veh/h 541 2669 754 HCM Platoon Ratio 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.5 26.0 34.3 Incr Delay (d2), s/veh 4.7 1.2 69.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 12.8 36.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.2 27.2 103.5 LnGrp LOS E C F Approach Vol, veh/h 2761 Approach Delay, s/veh 53.1 Approach LOS D Timer - Assigned Phs Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 4 Lane Configurations " 11 " ++7 4 4* HCM 6th TWSC OY 2027 with Project AM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 02/28/2025 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 8 534 13 26 462 8 39 0 79 24 0 24 Future Vol, veh/h 8 534 13 26 462 8 39 0 79 24 0 24 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 140 --270 -100 ------ 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 9 580 14 28 502 9 42 0 86 26 0 26 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 511 0 0 594 0 0 912 1172 297 866 1170 251 Stage 1 ------605 605 -558 558 - Stage 2 ------307 567 -308 612 - Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1050 --978 --229 191 699 247 192 749 Stage 1 ------451 486 -482 510 - Stage 2 ------678 505 -677 482 - Platoon blocked, % ---- Mov Cap-1 Maneuver 1050 --978 --215 184 699 210 185 749 Mov Cap-2 Maneuver ------215 184 -210 185 - Stage 1 ------447 482 -478 495 - Stage 2 ------636 490 -589 478 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.5 18.1 18 HCM LOS C C HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.32 0.008 18.1 8.5 C A 1.4 0 - - - - - - - - 0.029 8.8 A 0.1 - - - - - - - - 0.159 18 C 0.6 Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 401 1050 --978 --328 Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 1 Lane Configurations h 11 h 1 r 4 4 l Option 1 - Center Median HCM 6th TWSC OY 2027 with Project AM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 08/25/2025 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 8 534 13 26 501 8 0 0 118 0 0 48 Future Vol, veh/h 8 534 13 26 501 8 0 0 118 0 0 48 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 140 --270 -100 ------ 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 9 580 14 28 545 9 0 0 128 0 0 52 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 554 0 0 594 0 0 934 1215 297 909 1213 273 Stage 1 ------605 605 -601 601 - Stage 2 ------329 610 -308 612 - Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1012 --978 --221 180 699 230 181 725 Stage 1 ------451 486 -454 488 - Stage 2 ------658 483 -677 482 - Platoon blocked, % ---- Mov Cap-1 Maneuver 1012 --978 --199 173 699 182 174 725 Mov Cap-2 Maneuver ------199 173 -182 174 - Stage 1 ------447 482 -450 474 - Stage 2 ------593 469 -548 478 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.4 11.3 10.4 HCM LOS B B HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.183 11.3 B 0.7 0.009 8.6 A 0 - - - - - - - - 0.029 8.8 A 0.1 - - - - - - - - 0.072 10.4 B 0.2 Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 699 1012 --978 --725 Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 1 Lane Configurations Traffic Volume (veh/h) 8 534 13 26 462 8 39 0 79 24 0 24 *1 *r 4 4. Option 2 - Signal HCM 6th Signalized Intersection Summary OY 2027 with Project AM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 09/03/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Future Volume (veh/h) 8 534 13 26 462 8 39 0 79 24 0 24 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 9 580 14 28 502 9 42 0 86 26 0 26 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 21 1906 46 56 1980 883 141 27 174 197 29 131 Arrive On Green 0.01 0.54 0.54 0.03 0.56 0.56 0.17 0.00 0.17 0.17 0.00 0.17 Sat Flow, veh/h 1781 3546 86 1781 3554 1585 346 165 1048 615 175 791 Grp Volume(v), veh/h 9 290 304 28 502 9 128 0 0 52 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1855 1781 1777 1585 1560 0 0 1581 0 0 Q Serve(g_s), s 0.3 5.1 5.1 0.9 4.1 0.1 1.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.3 5.1 5.1 0.9 4.1 0.1 4.1 0.0 0.0 1.5 0.0 0.0 Prop In Lane 1.00 0.05 1.00 1.00 0.33 0.67 0.50 0.50 Lane Grp Cap(c), veh/h 21 955 997 56 1980 883 342 0 0 357 0 0 V/C Ratio(X) 0.43 0.30 0.30 0.50 0.25 0.01 0.37 0.00 0.00 0.15 0.00 0.00 Avail Cap(c_a), veh/h 157 955 997 564 1980 883 975 0 0 957 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 27.9 7.3 7.3 27.1 6.5 5.6 21.5 0.0 0.0 20.4 0.0 0.0 Incr Delay (d2), s/veh 13.6 0.8 0.8 6.7 0.3 0.0 0.7 0.0 0.0 0.2 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/ln 0.2 1.5 1.5 0.4 1.0 0.0 1.5 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.5 8.1 8.1 33.9 6.8 5.6 22.1 0.0 0.0 20.6 0.0 0.0 LnGrp LOS D A A C A A C A A C A A Approach Vol, veh/h 603 539 128 52 Approach Delay, s/veh 8.6 8.2 22.1 20.6 Approach LOS A A C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 14.7 6.3 35.9 14.7 5.2 37.0 Change Period (Y+Rc), s 5.3 4.5 5.3 5.3 4.5 5.3 Max Green Setting (Gmax), s 33.2 18.0 18.7 33.2 5.0 31.7 Max Q Clear Time (g_c+I1), s 6.1 2.9 7.1 3.5 2.3 6.1 Green Ext Time (p_c), s 0.8 0.0 2.4 0.3 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 10.2 HCM 6th LOS B Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 1 5 5 f h H f h *t HCM 6th Signalized Intersection Summary OY 2027 with Project AM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 08/25/2025 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 39 95 312 230 105 170 224 260 332 88 262 780 Future Volume (veh/h) 39 95 312 230 105 170 224 260 332 88 262 780 Initial Q (Qb), veh 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 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 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 Adj Flow Rate, veh/h 103 339 250 114 185 243 283 361 96 285 848 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 130 699 312 143 724 323 319 1355 346 321 1602 Arrive On Green 0.07 0.20 0.20 0.08 0.20 0.20 0.18 0.33 0.33 0.18 0.34 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 4053 1035 1781 4778 Grp Volume(v), veh/h 103 339 250 114 185 243 283 301 156 285 603 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1702 1684 1781 1702 Q Serve(g_s), s 5.3 8.0 14.1 5.9 4.1 13.5 14.6 6.1 6.4 14.7 13.4 Cycle Q Clear(g_c), s 5.3 8.0 14.1 5.9 4.1 13.5 14.6 6.1 6.4 14.7 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.61 1.00 Lane Grp Cap(c), veh/h 130 699 312 143 724 323 319 1138 563 321 1142 V/C Ratio(X) 0.79 0.49 0.80 0.80 0.26 0.75 0.89 0.26 0.28 0.89 0.53 Avail Cap(c_a), veh/h 135 1135 506 161 1188 530 389 1138 563 389 1142 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 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 Uniform Delay (d), s/veh 42.8 33.5 36.0 42.5 31.4 35.2 37.6 22.8 22.9 37.6 25.2 Incr Delay (d2), s/veh 26.2 0.5 4.8 21.9 0.2 3.5 18.5 0.6 1.2 18.7 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 %ile BackOfQ(50%),veh/ln 3.2 3.3 5.5 3.3 1.7 5.2 7.5 2.3 2.5 7.6 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.1 34.0 40.8 64.4 31.6 38.7 56.1 23.4 24.2 56.2 27.0 LnGrp LOS E C D E C D E C C E C Approach Vol, veh/h 692 542 740 1208 Approach Delay, s/veh 41.7 41.7 36.0 34.3 Approach LOS D D D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.4 36.7 12.0 23.8 21.3 36.8 11.3 24.4 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 20.5 31.4 8.5 30.0 20.5 31.4 7.1 31.4 Max Q Clear Time (g_c+I1), s 16.7 8.4 7.9 16.1 16.6 15.5 7.3 15.5 Green Ext Time (p_c), s 0.3 2.4 0.0 2.3 0.3 4.7 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 37.6 HCM 6th LOS D Notes User approved ignoring U-Turning movement. Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 1 Lane Configurations 11 HCM 6th Signalized Intersection Summary OY 2027 with Project AM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 08/25/2025 Movement SBR Traffic Volume (veh/h) 69 Future Volume (veh/h) 69 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 75 Peak Hour Factor 0.92 Percent Heavy Veh, % 2 Cap, veh/h 141 Arrive On Green 0.34 Sat Flow, veh/h 421 Grp Volume(v), veh/h 320 Grp Sat Flow(s),veh/h/ln 1795 Q Serve(g_s), s 13.5 Cycle Q Clear(g_c), s 13.5 Prop In Lane 0.23 Lane Grp Cap(c), veh/h 602 V/C Ratio(X) 0.53 Avail Cap(c_a), veh/h 602 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 25.2 Incr Delay (d2), s/veh 3.3 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 5.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.6 LnGrp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 2 1 f 1 f *1 I" **f HCM 6th Signalized Intersection Summary OY 2027 with Project AM Peak Hour 6: Cook St & Frank Sinatra Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 270 80 77 79 130 47 46 678 14 28 1434 323 Future Volume (veh/h) 270 80 77 79 130 47 46 678 14 28 1434 323 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 314 93 90 92 151 55 53 788 16 33 1667 376 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 344 624 278 196 472 210 154 1690 34 114 2365 734 Arrive On Green 0.10 0.18 0.18 0.06 0.13 0.13 0.04 0.47 0.47 0.03 0.46 0.46 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3562 72 3456 5106 1585 Grp Volume(v), veh/h 314 93 90 92 151 55 53 393 411 33 1667 376 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1857 1728 1702 1585 Q Serve(g_s), s 6.8 1.7 3.7 1.9 2.9 2.3 1.1 11.2 11.2 0.7 19.6 12.6 Cycle Q Clear(g_c), s 6.8 1.7 3.7 1.9 2.9 2.3 1.1 11.2 11.2 0.7 19.6 12.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 1.00 Lane Grp Cap(c), veh/h 344 624 278 196 472 210 154 843 881 114 2365 734 V/C Ratio(X) 0.91 0.15 0.32 0.47 0.32 0.26 0.34 0.47 0.47 0.29 0.70 0.51 Avail Cap(c_a), veh/h 344 1632 728 271 1556 694 229 843 881 229 2365 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.6 26.3 27.1 34.4 29.6 29.4 34.9 13.4 13.4 35.6 16.1 14.2 Incr Delay (d2), s/veh 27.7 0.1 0.7 1.7 0.4 0.7 1.3 1.8 1.8 1.4 1.8 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 3.9 0.6 1.3 0.8 1.1 0.8 0.5 3.9 4.1 0.3 6.4 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.3 26.4 27.8 36.2 30.0 30.0 36.3 15.2 15.1 36.9 17.9 16.8 LnGrp LOS E C C D C C D B B D B B Approach Vol, veh/h 497 298 857 2076 Approach Delay, s/veh 48.7 31.9 16.5 18.0 Approach LOS D C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.0 41.1 8.8 18.5 7.9 40.2 12.0 15.3 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 5.0 34.9 5.9 34.6 5.0 34.9 7.5 33.0 Max Q Clear Time (g_c+I1), s 2.7 13.2 3.9 5.7 3.1 21.6 8.8 4.9 Green Ext Time (p_c), s 0.0 4.2 0.0 0.7 0.0 9.2 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 22.9 HCM 6th LOS C Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 6 Lane Configurations F h 1 r h 114 l HCM 6th TWSC OY 2027 with Project AM Peak Hour 7: Portola Ave & Driveway/Desert Willow Ct 02/28/2025 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 66 0 79 1 0 1 26 439 3 9 812 22 Future Vol, veh/h 66 0 79 1 0 1 26 439 3 9 812 22 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 ---100 -160 100 -- Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 69 0 83 1 0 1 27 462 3 9 855 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1170 -439 962 1412 231 878 0 0 465 0 0 Stage 1 885 --516 516 ------- Stage 2 285 --446 896 ------- Critical Hdwy 7.54 -6.94 7.54 6.54 6.94 4.14 --4.14 -- Critical Hdwy Stg 1 6.54 --6.54 5.54 ------- Critical Hdwy Stg 2 6.54 --6.54 5.54 ------- Follow-up Hdwy 3.52 -3.32 3.52 4.02 3.32 2.22 --2.22 -- Pot Cap-1 Maneuver 148 0 566 210 137 771 765 --1093 -- Stage 1 306 0 -510 533 ------- Stage 2 698 0 -561 357 ------- Platoon blocked, % ---- Mov Cap-1 Maneuver 143 -566 173 131 771 765 --1093 -- Mov Cap-2 Maneuver 143 --173 131 ------- Stage 1 295 --492 514 ------- Stage 2 672 --475 354 ------- Approach EB WB NB SB HCM Control Delay, s 30.4 17.8 0.5 0.1 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 765 --143 566 283 1093 -- HCM Lane V/C Ratio 0.036 --0.486 0.147 0.007 0.009 -- HCM Control Delay (s) 9.9 --51.9 12.5 17.8 8.3 -- HCM Lane LOS A --F B C A -- HCM 95th %tile Q(veh) 0.1 --2.3 0.5 0 0 -- Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 2 h 1 f h 1 f h 1 f h *1 HCM 6th Signalized Intersection Summary OY 2027 with Project AM Peak Hour 8: Portola Ave & Country Club Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 387 178 135 843 78 250 434 136 101 624 318 Future Volume (veh/h) 54 387 178 135 843 78 250 434 136 101 624 318 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 59 425 196 148 926 86 275 477 149 111 686 349 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 76 850 379 177 1051 469 304 1418 633 138 697 355 Arrive On Green 0.04 0.24 0.24 0.10 0.30 0.30 0.17 0.40 0.40 0.08 0.31 0.31 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 3554 1585 1781 2279 1159 Grp Volume(v), veh/h 59 425 196 148 926 86 275 477 149 111 535 500 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1777 1585 1781 1777 1662 Q Serve(g_s), s 3.5 10.9 11.4 8.6 26.3 4.3 16.0 9.9 6.6 6.5 31.6 31.7 Cycle Q Clear(g_c), s 3.5 10.9 11.4 8.6 26.3 4.3 16.0 9.9 6.6 6.5 31.6 31.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.70 Lane Grp Cap(c), veh/h 76 850 379 177 1051 469 304 1418 633 138 544 508 V/C Ratio(X) 0.78 0.50 0.52 0.84 0.88 0.18 0.90 0.34 0.24 0.80 0.98 0.98 Avail Cap(c_a), veh/h 87 973 434 177 1151 513 311 1418 633 175 544 508 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 50.2 34.8 35.0 46.9 35.5 27.8 43.1 22.1 21.1 48.1 36.5 36.5 Incr Delay (d2), s/veh 31.1 0.5 1.1 28.3 7.7 0.2 27.9 0.6 0.9 18.8 34.7 36.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 4.5 4.3 5.1 11.9 1.6 9.0 3.9 2.5 3.5 17.8 16.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.3 35.3 36.1 75.2 43.2 28.0 70.9 22.7 22.0 66.9 71.2 72.6 LnGrp LOS F D D E D C E C C E E E Approach Vol, veh/h 680 1160 901 1146 Approach Delay, s/veh 39.5 46.2 37.3 71.4 Approach LOS D D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.7 47.6 15.0 30.6 22.6 37.7 9.0 36.6 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 10.4 40.5 10.5 29.0 18.5 32.4 5.2 34.3 Max Q Clear Time (g_c+I1), s 8.5 11.9 10.6 13.4 18.0 33.7 5.5 28.3 Green Ext Time (p_c), s 0.0 3.3 0.0 2.7 0.0 0.0 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 50.4 HCM 6th LOS D Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 7 h 1 *14, HCM 6th Signalized Intersection Summary OY 2027 with Project PM Peak Hour 1: Cook St & I-10 NB On Ramp/I-10 NB Off Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 0 0 0 0 0 0 245 245 0 1.00 1.00 1870 267 0.92 2 357 0.10 3563 267 1781 7.7 7.7 1.00 357 0.75 1167 1.00 1.00 46.3 3.1 0.0 3.6 49.5 D 0 0 0 1.00 No 1870 0 0.92 2 188 0.00 1870 0 1870 0.0 0.0 188 0.00 613 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 267 49.5 D 1 1 0 1.00 1.00 1870 0 0.92 2 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 888 888 0 1.00 No 1870 965 0.92 2 2818 0.79 3741 965 1777 8.2 8.2 2818 0.34 2818 1.00 1.00 3.1 0.3 0.0 1.5 3.4 A 965 3.4 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 391 391 0 1.00 No 1870 425 0.92 2 2699 0.79 3572 425 1702 3.1 3.1 2699 0.16 2699 1.00 1.00 2.6 0.1 0.0 0.5 2.7 A 1170 5.0 A 685 685 0 1.00 1.00 1870 745 0.92 2 1257 0.79 1585 745 1585 19.4 19.4 1.00 1257 0.59 1257 1.00 1.00 4.3 2.1 0.0 3.7 6.3 A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 2 90.0 6.0 84.0 10.2 7.1 6 90.0 6.0 84.0 21.4 9.9 8 15.9 5.3 34.7 9.7 0.9 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 9.3 A Notes User approved volume balancing among the lanes for turning movement. Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 1 h f 11 h *1 HCM 6th Signalized Intersection Summary OY 2027 with Project PM Peak Hour 2: Cook St & I-10 SB Off Ramp/I-10 SB On Ramp 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 321 321 0 1.00 1.00 1870 349 0.92 2 654 0.37 1781 349 1781 20.1 20.1 1.00 654 0.53 654 1.00 1.00 32.4 0.8 0.0 8.8 33.2 C 7 7 0 1.00 No 1870 0 0.92 2 0 0.00 0 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1551 66.8 E 1101 1101 0 1.00 1.00 1870 1202 0.92 2 1163 0.37 3170 1202 1585 47.7 47.7 1.00 1163 1.03 1163 1.00 1.00 41.2 35.4 0.0 24.0 76.5 F 0 0 0 0 0 0 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1701 1701 0 1.00 No 1870 1849 0.92 2 1926 0.49 4075 1601 1702 58.5 58.5 1679 0.95 1679 1.00 1.00 31.5 13.4 0.0 24.7 44.9 D 2422 51.7 D 527 527 0 1.00 1.00 1870 573 0.92 2 572 0.49 1159 821 1662 64.1 64.1 0.70 819 1.00 819 1.00 1.00 32.9 32.0 0.0 30.4 64.9 F 17 17 0 1.00 1.00 1870 18 0.92 2 33 0.02 1781 18 1781 1.3 1.3 1.00 33 0.55 89 1.00 1.00 63.3 13.6 0.0 0.7 76.9 E 620 620 0 1.00 No 1870 674 0.92 2 2789 0.55 5274 674 1702 9.0 9.0 2789 0.24 2789 1.00 1.00 15.4 0.2 0.0 3.3 15.6 B 692 17.2 B 0 0 0 1.00 1.00 0 0 0.92 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 1 6.9 4.5 6.5 3.3 0.0 2 70.1 6.0 60.0 66.1 0.0 4 53.0 5.3 47.7 49.7 0.0 6 77.0 6.0 71.0 11.0 4.5 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS 51.6 D Notes User approved volume balancing among the lanes for turning movement. Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 2 5 wl A’ f A’II f A’ iff HCM 6th Signalized Intersection Summary OY 2027 with Project PM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Volume (veh/h) 10 642 395 295 6 102 367 319 Future Volume (veh/h) 10 642 395 295 6 102 367 319 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 676 416 0 107 386 336 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 624 1335 162 860 383 Arrive On Green 0.18 0.38 0.00 0.05 0.24 0.24 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 676 416 0 107 386 336 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 20.5 9.4 0.0 3.5 10.5 23.1 Cycle Q Clear(g_c), s 20.5 9.4 0.0 3.5 10.5 23.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 624 1335 162 860 383 V/C Ratio(X) 1.08 0.31 0.66 0.45 0.88 Avail Cap(c_a), veh/h 624 1447 253 1065 475 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.5 25.0 0.0 53.2 36.6 41.4 Incr Delay (d2), s/veh 60.4 0.1 0.0 4.5 0.4 14.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.6 3.8 0.0 1.6 4.4 10.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 106.9 25.2 0.0 57.7 36.9 55.7 LnGrp LOS F C E D E Approach Vol, veh/h 1092 829 Approach Delay, s/veh 75.8 47.2 Approach LOS E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.7 41.0 9.8 47.9 17.0 38.7 25.0 32.7 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 11.0 34.9 8.3 46.2 12.5 33.4 20.5 34.0 Max Q Clear Time (g_c+I1), s 10.1 25.1 5.5 11.4 14.5 29.0 22.5 25.1 Green Ext Time (p_c), s 0.1 5.5 0.1 2.5 0.0 2.8 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 53.9 HCM 6th LOS D Notes User approved ignoring U-Turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 6 6 373 373 0 1.00 1.00 1870 393 0.95 2 381 0.11 3456 393 1728 12.5 12.5 1.00 381 1.03 381 1.00 1.00 50.5 54.6 0.0 8.0 105.1 F 1221 1221 0 1.00 No 1870 1285 0.95 2 1768 0.32 5611 1285 1870 23.1 23.1 1768 0.73 1768 1.00 1.00 34.5 2.7 0.0 10.2 37.2 D 1759 52.0 D 77 77 0 1.00 1.00 1870 81 0.95 2 499 0.32 1585 81 1585 4.2 4.2 1.00 499 0.16 499 1.00 1.00 28.0 0.7 0.0 1.6 28.7 C Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 3 LA f A’ iff fLane Configurations HCM 6th Signalized Intersection Summary OY 2027 with Project PM Peak Hour 3: Cook St & Gerald Ford Dr 02/28/2025 Movement SBU SBL SBT SBR Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 32 32 238 238 0 1.00 1.00 1870 251 0.95 2 310 0.09 3456 251 1728 8.1 8.1 1.00 310 0.81 335 1.00 1.00 50.7 13.1 0.0 3.9 63.8 E 971 971 0 1.00 No 1870 1022 0.95 2 1652 0.29 5611 1022 1870 17.8 17.8 1652 0.62 1652 1.00 1.00 34.5 1.7 0.0 7.9 36.3 D 1673 45.1 D 380 380 0 1.00 1.00 1870 400 0.95 2 467 0.29 1585 400 1585 27.0 27.0 1.00 467 0.86 467 1.00 1.00 37.8 18.1 0.0 12.2 55.8 E Timer - Assigned Phs Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 4 Lane Configurations " 11 " ++7 4 4* HCM 6th TWSC OY 2027 with Project PM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 02/28/2025 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 27 600 46 93 470 27 27 0 54 16 0 16 Future Vol, veh/h 27 600 46 93 470 27 27 0 54 16 0 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 140 --270 -100 ------ 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 29 652 50 101 511 29 29 0 59 17 0 17 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 540 0 0 702 0 0 1193 1477 351 1097 1473 256 Stage 1 ------735 735 -713 713 - Stage 2 ------458 742 -384 760 - Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1025 --891 --142 125 645 168 126 743 Stage 1 ------377 424 -389 434 - Stage 2 ------552 420 -611 413 - Platoon blocked, % ---- Mov Cap-1 Maneuver 1025 --891 --124 108 645 136 109 743 Mov Cap-2 Maneuver ------124 108 -136 109 - Stage 1 ------366 412 -378 385 - Stage 2 ------478 373 -540 401 - Approach EB WB NB SB HCM Control Delay, s 0.3 1.5 24.8 23.4 HCM LOS C C HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.327 24.8 C 1.4 0.029 8.6 A 0.1 - - - - - - - - 0.113 9.6 A 0.4 - - - - - - - - 0.151 23.4 C 0.5 Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 269 1025 --891 --230 Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 1 Lane Configurations h 11 h 1 r 4 4 l Option 1 - Center Median HCM 6th TWSC OY 2027 with Project PM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 08/25/2025 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 27 600 46 93 497 27 0 0 81 0 0 31 Future Vol, veh/h 27 600 46 93 497 27 0 0 81 0 0 31 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 140 --270 -100 ------ 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 29 652 50 101 540 29 0 0 88 0 0 34 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 569 0 0 702 0 0 1207 1506 351 1126 1502 270 Stage 1 ------735 735 -742 742 - Stage 2 ------472 771 -384 760 - Critical Hdwy 4.14 --4.14 --7.54 6.54 6.94 7.54 6.54 6.94 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 2.22 --2.22 --3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 999 --891 --139 120 645 160 121 728 Stage 1 ------377 424 -374 420 - Stage 2 ------542 408 -611 413 - Platoon blocked, % ---- Mov Cap-1 Maneuver 999 --891 --118 103 645 123 104 728 Mov Cap-2 Maneuver ------118 103 -123 104 - Stage 1 ------366 412 -363 373 - Stage 2 ------458 362 -512 401 - Approach EB WB NB SB HCM Control Delay, s 0.3 1.4 11.5 10.2 HCM LOS B B HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.137 11.5 B 0.5 0.029 8.7 A 0.1 - - - - - - - - 0.113 9.6 A 0.4 - - - - - - - - 0.046 10.2 B 0.1 Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 645 999 --891 --728 Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 1 Lane Configurations Traffic Volume (veh/h) 27 600 46 93 470 27 27 0 54 16 0 16 *1 *r 4 4. Option 2 - Signal HCM 6th Signalized Intersection Summary OY 2027 with Project PM Peak Hour 4: Driveway/Hollister Dr & Frank Sinatra Dr 09/03/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Future Volume (veh/h) 27 600 46 93 470 27 27 0 54 16 0 16 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 29 652 50 101 511 29 29 0 59 17 0 17 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 60 1383 106 142 1631 728 160 36 183 216 35 132 Arrive On Green 0.03 0.41 0.41 0.08 0.46 0.46 0.17 0.00 0.17 0.17 0.00 0.17 Sat Flow, veh/h 1781 3345 256 1781 3554 1585 311 208 1056 559 204 763 Grp Volume(v), veh/h 29 346 356 101 511 29 88 0 0 34 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1824 1781 1777 1585 1575 0 0 1527 0 0 Q Serve(g_s), s 0.7 6.4 6.4 2.5 4.1 0.5 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.7 6.4 6.4 2.5 4.1 0.5 2.1 0.0 0.0 0.8 0.0 0.0 Prop In Lane 1.00 0.14 1.00 1.00 0.33 0.67 0.50 0.50 Lane Grp Cap(c), veh/h 60 735 754 142 1631 728 379 0 0 384 0 0 V/C Ratio(X) 0.48 0.47 0.47 0.71 0.31 0.04 0.23 0.00 0.00 0.09 0.00 0.00 Avail Cap(c_a), veh/h 217 735 754 295 1631 728 1246 0 0 1216 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 21.5 9.7 9.7 20.3 7.7 6.7 16.3 0.0 0.0 15.8 0.0 0.0 Incr Delay (d2), s/veh 5.9 2.2 2.1 6.5 0.5 0.1 0.3 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/ln 0.3 2.0 2.0 1.1 1.0 0.1 0.7 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.3 11.8 11.8 26.8 8.2 6.8 16.6 0.0 0.0 15.9 0.0 0.0 LnGrp LOS C B B C A A B A A B A A Approach Vol, veh/h 731 641 88 34 Approach Delay, s/veh 12.4 11.1 16.6 15.9 Approach LOS B B B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 13.1 8.1 24.0 13.1 6.0 26.1 Change Period (Y+Rc), s 5.3 4.5 5.3 5.3 4.5 5.3 Max Green Setting (Gmax), s 33.7 7.5 18.7 33.7 5.5 20.7 Max Q Clear Time (g_c+I1), s 4.1 4.5 8.4 2.8 2.7 6.1 Green Ext Time (p_c), s 0.5 0.1 2.8 0.1 0.0 2.6 Intersection Summary HCM 6th Ctrl Delay 12.2 HCM 6th LOS B Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 1 5 5 f h H f h *t HCM 6th Signalized Intersection Summary OY 2027 with Project PM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 08/25/2025 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 27 172 262 239 130 216 158 296 621 114 261 580 Future Volume (veh/h) 27 172 262 239 130 216 158 296 621 114 261 580 Initial Q (Qb), veh 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 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 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 Adj Flow Rate, veh/h 187 285 260 141 235 172 322 675 124 284 630 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 177 706 315 157 666 297 335 1464 266 315 1481 Arrive On Green 0.10 0.20 0.20 0.09 0.19 0.19 0.19 0.34 0.34 0.18 0.33 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 4344 788 1781 4543 Grp Volume(v), veh/h 187 285 260 141 235 172 322 527 272 284 470 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1702 1728 1781 1702 Q Serve(g_s), s 9.8 6.9 15.5 7.7 5.7 9.7 17.6 12.0 12.2 15.4 10.6 Cycle Q Clear(g_c), s 9.8 6.9 15.5 7.7 5.7 9.7 17.6 12.0 12.2 15.4 10.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.46 1.00 Lane Grp Cap(c), veh/h 177 706 315 157 666 297 335 1148 583 315 1110 V/C Ratio(X) 1.05 0.40 0.83 0.90 0.35 0.58 0.96 0.46 0.47 0.90 0.42 Avail Cap(c_a), veh/h 177 1123 501 157 1083 483 335 1148 583 324 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 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 Uniform Delay (d), s/veh 44.3 34.4 37.8 44.4 34.8 36.5 39.6 25.6 25.7 39.7 25.9 Incr Delay (d2), s/veh 82.8 0.4 6.2 42.9 0.3 1.8 39.0 1.3 2.7 26.4 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 %ile BackOfQ(50%),veh/ln 8.2 2.8 6.2 5.1 2.3 3.7 10.8 4.6 5.0 8.6 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 127.1 34.7 44.0 87.3 35.1 38.2 78.6 26.9 28.3 66.1 27.1 LnGrp LOS F C D F D D E C C E C Approach Vol, veh/h 732 548 1121 1001 Approach Delay, s/veh 61.6 49.5 42.1 38.5 Approach LOS E D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.9 38.5 13.2 24.9 23.0 37.4 14.3 23.8 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 17.9 32.7 8.7 31.1 18.5 32.1 9.8 30.0 Max Q Clear Time (g_c+I1), s 17.4 14.2 9.7 17.5 19.6 12.8 11.8 11.7 Green Ext Time (p_c), s 0.0 4.3 0.0 2.1 0.0 3.8 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 46.4 HCM 6th LOS D Notes User approved ignoring U-Turning movement. Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 1 Lane Configurations 11 HCM 6th Signalized Intersection Summary OY 2027 with Project PM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 08/25/2025 Movement SBR Traffic Volume (veh/h) 80 Future Volume (veh/h) 80 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 87 Peak Hour Factor 0.92 Percent Heavy Veh, % 2 Cap, veh/h 202 Arrive On Green 0.33 Sat Flow, veh/h 620 Grp Volume(v), veh/h 247 Grp Sat Flow(s),veh/h/ln 1759 Q Serve(g_s), s 10.8 Cycle Q Clear(g_c), s 10.8 Prop In Lane 0.35 Lane Grp Cap(c), veh/h 573 V/C Ratio(X) 0.43 Avail Cap(c_a), veh/h 573 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 26.0 Incr Delay (d2), s/veh 2.3 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.4 LnGrp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 2 1 f 1 f *1 I" **f HCM 6th Signalized Intersection Summary OY 2027 with Project PM Peak Hour 6: Cook St & Frank Sinatra Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 264 242 133 59 218 128 117 1355 76 150 1220 168 Future Volume (veh/h) 264 242 133 59 218 128 117 1355 76 150 1220 168 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 278 255 140 62 229 135 123 1426 80 158 1284 177 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 277 595 265 169 483 215 216 1535 86 238 2323 721 Arrive On Green 0.08 0.17 0.17 0.05 0.14 0.14 0.06 0.45 0.45 0.07 0.46 0.46 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 3421 191 3456 5106 1585 Grp Volume(v), veh/h 278 255 140 62 229 135 123 739 767 158 1284 177 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1777 1836 1728 1702 1585 Q Serve(g_s), s 5.9 4.7 5.9 1.3 4.4 5.9 2.5 28.9 29.1 3.3 13.5 5.0 Cycle Q Clear(g_c), s 5.9 4.7 5.9 1.3 4.4 5.9 2.5 28.9 29.1 3.3 13.5 5.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 277 595 265 169 483 215 216 797 823 238 2323 721 V/C Ratio(X) 1.00 0.43 0.53 0.37 0.47 0.63 0.57 0.93 0.93 0.66 0.55 0.25 Avail Cap(c_a), veh/h 277 1256 560 235 1594 711 305 797 823 240 2323 721 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.8 27.5 28.0 33.9 29.4 30.0 33.5 19.1 19.2 33.4 14.6 12.3 Incr Delay (d2), s/veh 54.9 0.5 1.6 1.3 0.7 3.0 2.4 18.4 18.6 6.6 1.0 0.8 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/ln 4.3 1.8 2.1 0.5 1.7 2.2 1.0 13.2 13.8 1.5 4.3 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 88.7 28.0 29.6 35.2 30.1 33.0 35.9 37.5 37.8 40.1 15.5 13.1 LnGrp LOS F C C D C C D D D D B B Approach Vol, veh/h 673 426 1629 1619 Approach Delay, s/veh 53.4 31.8 37.5 17.7 Approach LOS D C D B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.6 38.3 8.1 17.6 9.1 38.8 10.4 15.3 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 5.1 33.0 5.0 26.0 6.5 33.0 5.9 33.0 Max Q Clear Time (g_c+I1), s 5.3 31.1 3.3 7.9 4.5 15.5 7.9 7.9 Green Ext Time (p_c), s 0.0 1.4 0.0 1.6 0.1 8.2 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 32.0 HCM 6th LOS C Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 6 Lane Configurations F h 1 r h 114 l HCM 6th TWSC OY 2027 with Project PM Peak Hour 7: Portola Ave & Driveway/Desert Willow Ct 02/28/2025 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 45 0 54 5 0 4 93 708 2 0 621 77 Future Vol, veh/h 45 0 54 5 0 4 93 708 2 0 621 77 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 ---100 -160 100 -- Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 0 2 2 2 2 0 Mvmt Flow 47 0 57 5 0 4 98 745 2 0 654 81 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1264 -368 1268 1676 373 735 0 0 747 0 0 Stage 1 695 --941 941 ------- Stage 2 569 --327 735 ------- Critical Hdwy 7.5 -6.9 7.5 6.5 6.9 4.1 --4.14 -- Critical Hdwy Stg 1 6.5 --6.5 5.5 ------- Critical Hdwy Stg 2 6.5 --6.5 5.5 ------- Follow-up Hdwy 3.5 -3.3 3.5 4 3.3 2.2 --2.22 -- Pot Cap-1 Maneuver 128 0 635 127 96 630 879 --857 -- Stage 1 403 0 -287 345 ------- Stage 2 479 0 -665 428 ------- Platoon blocked, % ---- Mov Cap-1 Maneuver 116 -635 106 85 630 879 --857 -- Mov Cap-2 Maneuver 116 --106 85 ------- Stage 1 358 --255 307 ------- Stage 2 423 --605 428 ------- Approach EB WB NB SB HCM Control Delay, s 31.6 27.7 1.1 0 HCM LOS D D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 879 --116 635 168 857 -- HCM Lane V/C Ratio 0.111 --0.408 0.09 0.056 --- HCM Control Delay (s) 9.6 --56 11.2 27.7 0 -- HCM Lane LOS A --F B D A -- HCM 95th %tile Q(veh) 0.4 --1.7 0.3 0.2 0 -- Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 2 h 1 f h 1 f h 1 f h *1 HCM 6th Signalized Intersection Summary OY 2027 with Project PM Peak Hour 8: Portola Ave & Country Club Dr 02/28/2025 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 135 983 221 137 742 203 212 628 168 106 508 124 Future Volume (veh/h) 135 983 221 137 742 203 212 628 168 106 508 124 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 142 1035 233 144 781 214 223 661 177 112 535 131 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 157 1094 488 172 1124 501 252 1198 534 139 774 189 Arrive On Green 0.09 0.31 0.31 0.10 0.32 0.32 0.14 0.34 0.34 0.08 0.27 0.27 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 3554 1585 1781 2832 691 Grp Volume(v), veh/h 142 1035 233 144 781 214 223 661 177 112 335 331 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1777 1585 1781 1777 1746 Q Serve(g_s), s 8.6 30.9 13.0 8.6 20.9 11.6 13.3 16.5 9.1 6.7 18.3 18.5 Cycle Q Clear(g_c), s 8.6 30.9 13.0 8.6 20.9 11.6 13.3 16.5 9.1 6.7 18.3 18.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.40 Lane Grp Cap(c), veh/h 157 1094 488 172 1124 501 252 1198 534 139 486 477 V/C Ratio(X) 0.90 0.95 0.48 0.84 0.70 0.43 0.88 0.55 0.33 0.81 0.69 0.69 Avail Cap(c_a), veh/h 157 1102 492 172 1132 505 271 1198 534 190 486 477 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 49.1 36.7 30.5 48.2 32.6 29.4 45.7 29.3 26.9 49.3 35.3 35.4 Incr Delay (d2), s/veh 44.5 15.8 0.7 28.7 1.9 0.6 26.1 1.8 1.7 16.1 7.8 8.1 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 5.6 14.9 4.8 5.1 8.8 4.3 7.4 6.8 3.5 3.5 8.4 8.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 93.5 52.5 31.2 76.9 34.4 29.9 71.9 31.2 28.5 65.4 43.1 43.5 LnGrp LOS F D C E C C E C C E D D Approach Vol, veh/h 1410 1139 1061 778 Approach Delay, s/veh 53.1 38.9 39.3 46.5 Approach LOS D D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.0 41.9 15.0 38.8 19.9 35.0 14.1 39.7 Change Period (Y+Rc), s 4.5 5.3 4.5 5.3 4.5 5.3 4.5 5.3 Max Green Setting (Gmax), s 11.6 34.6 10.5 33.7 16.5 29.7 9.6 34.6 Max Q Clear Time (g_c+I1), s 8.7 18.5 10.6 32.9 15.3 20.5 10.6 22.9 Green Ext Time (p_c), s 0.1 4.0 0.0 0.6 0.1 2.4 0.0 4.4 Intersection Summary HCM 6th Ctrl Delay 44.9 HCM 6th LOS D Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 7 5 5 f h H f h *t Queues OY 2027 with Project AM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 08/27/2025 Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 39 95 312 230 105 170 224 260 332 88 262 780 Future Volume (vph) 39 95 312 230 105 170 224 260 332 88 262 780 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 140 235 150 130 285 0 240 Storage Lanes 1 1 1 1 1 0 1 Taper Length (ft) 60 70 50 105 Right Turn on Red Yes Yes Yes Link Speed (mph) 50 50 55 55 Link Distance (ft) 1447 4512 2338 707 Travel Time (s) 19.7 61.5 29.0 8.8 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 Shared Lane Traffic (%) Lane Group Flow (vph) 0 145 339 250 114 185 243 283 457 0 285 923 v/c Ratio 0.65 0.61 0.54 0.59 0.37 0.56 0.78 0.28 0.78 0.56 Control Delay 56.9 44.1 9.7 57.0 41.4 10.7 52.9 23.6 53.0 30.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.9 44.1 9.7 57.0 41.4 10.7 52.9 23.6 53.0 30.0 Queue Length 50th (ft) 89 108 0 71 58 0 172 71 173 180 Queue Length 95th (ft) #168 159 67 138 94 68 #282 110 #285 250 Internal Link Dist (ft) 1367 4432 2258 627 Turn Bay Length (ft) 140 235 150 130 285 240 Base Capacity (vph) 257 1159 686 221 1087 654 444 1634 444 1643 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.29 0.36 0.52 0.17 0.37 0.64 0.28 0.64 0.56 Intersection Summary Area Type: Other # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 1 Lane Configurations 11 Queues OY 2027 with Project AM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 08/27/2025 Lane Group SBR Traffic Volume (vph) 69 Future Volume (vph) 69 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) Right Turn on Red Yes Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 0 v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Scenario 7 Catavina Residential 4:50 pm 02/17/2025 OY 2027 with Project AM Peak Hour Synchro 11 Report Page 2 5 5 f h H f h *t Queues OY 2027 with Project PM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 08/27/2025 Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 27 172 262 239 130 216 158 296 621 114 261 580 Future Volume (vph) 27 172 262 239 130 216 158 296 621 114 261 580 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 140 235 150 130 285 0 240 Storage Lanes 1 1 1 1 1 0 1 Taper Length (ft) 60 70 50 105 Right Turn on Red Yes Yes Yes Link Speed (mph) 50 50 55 55 Link Distance (ft) 1447 4512 2338 707 Travel Time (s) 19.7 61.5 29.0 8.8 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 Shared Lane Traffic (%) Lane Group Flow (vph) 0 216 285 260 141 235 172 322 799 0 284 717 v/c Ratio 0.75 0.50 0.55 0.63 0.54 0.50 0.89 0.50 0.81 0.45 Control Delay 57.8 42.4 9.7 55.2 46.4 11.6 68.2 28.5 58.7 28.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.8 42.4 9.7 55.2 46.4 11.6 68.2 28.5 58.7 28.5 Queue Length 50th (ft) 133 89 0 88 77 0 206 149 177 132 Queue Length 95th (ft) #243 135 70 155 116 59 #392 202 #330 182 Internal Link Dist (ft) 1367 4432 2258 627 Turn Bay Length (ft) 140 235 150 130 285 240 Base Capacity (vph) 318 1135 684 279 1058 593 360 1614 360 1586 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.25 0.38 0.51 0.22 0.29 0.89 0.50 0.79 0.45 Intersection Summary Area Type: Other # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 1 Lane Configurations 11 Queues OY 2027 with Project PM Peak Hour 5: Portola Ave/Portola Rd & Frank Sinatra Dr 08/27/2025 Lane Group SBR Traffic Volume (vph) 80 Future Volume (vph) 80 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) Right Turn on Red Yes Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 0 v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Scenario 8 Catavina Residential 4:58 pm 02/17/2025 OY 2027 with Project PM Peak Hour Synchro 11 Report Page 2 Appendix G: Traffic Signal Warrant Worksheets Michael Baker NTER 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 INTERNATIONAL Michael Baker i । । । 2/19/2025 EXISTING PLUS PROJECT CONDITIONS PEAK HOUR VOLUME WARRANT URBAN CONDITIONS Peak Hour: AM Major Street: Frank Sinatra Drive Minor Street: Hollister Drive Total of Both Approaches (VPH): 1012 Higher Volume Approach (VPH): Number of Approach Lanes: 2 Number of Approach Lanes: 118 1 SIGNAL WARRANT NOT SATISFIED Figure 4C-3. Peak Hour Warrant (Urban) Mi n o r St r e e t - H i g h e r Vo l u m e Ap p r o a c h (V P H ) 600 500 400 300 200 100 0 Major Street-Total of Both Approaches (VPH) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor Major Street Minor Street * Note: 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the Lower Threshold Volume for a Minor Street Approach with One Lane. Source: California MUTCD 2014 Revision 1 Existing Plus Project Conditions Peak Hour Volume Warrant Frank Sinatra Drive & Hollister Drive akerintl_com/Documents/Desktop/ACTIVE PROJECT FOLDER/Catavina Residential TIA_205082/Signal Warrants/[Peak Hour Signal Warrant Analysis_E+P_Int 4 AM.xls]Output 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 INTERNATIONAL Michael Baker । । X 2/19/2025 EXISTING PLUS PROJECT CONDITIONS PEAK HOUR VOLUME WARRANT URBAN CONDITIONS Peak Hour: PM Major Street: Frank Sinatra Drive Minor Street: Hollister Drive Total of Both Approaches (VPH): 1220 Higher Volume Approach (VPH): Number of Approach Lanes: 2 Number of Approach Lanes: 81 1 SIGNAL WARRANT NOT SATISFIED Figure 4C-3. Peak Hour Warrant (Urban) Mi n o r St r e e t - H i g h e r Vo l u m e Ap p r o a c h (V P H ) 600 500 400 300 200 100 0 Major Street-Total of Both Approaches (VPH) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor Major Street Minor Street * Note: 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the Lower Threshold Volume for a Minor Street Approach with One Lane. Source: California MUTCD 2014 Revision 1 Existing Plus Project Conditions Peak Hour Volume Warrant Frank Sinatra Drive & Hollister Drive akerintl_com/Documents/Desktop/ACTIVE PROJECT FOLDER/Catavina Residential TIA_205082/Signal Warrants/[Peak Hour Signal Warrant Analysis_E+P_Int 4 PM.xls]Output 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 INTERNATIONAL Michael Baker 2/19/2025 EXISTING PLUS PROJECT CONDITIONS PEAK HOUR VOLUME WARRANT URBAN CONDITIONS Peak Hour: AM Major Street: Portola Avenue Minor Street: Desert Willow Court / Project Drwy. Total of Both Approaches (VPH): Number of Approach Lanes: 1263 2 Higher Volume Approach (VPH): Number of Approach Lanes: 145 1 SIGNAL WARRANT NOT SATISFIED Figure 4C-3. Peak Hour Warrant (Urban) Mi n o r St r e e t - H i g h e r Vo l u m e Ap p r o a c h (V P H ) 600 500 400 300 200 100 0 Major Street-Total of Both Approaches (VPH) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor Major Street Minor Street * Note: 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the Lower Threshold Volume for a Minor Street Approach with One Lane. Source: California MUTCD 2014 Revision 1 Existing Plus Project Conditions Peak Hour Volume Warrant Portola Avenue & Desert Willow Court / Project Drwy akerintl_com/Documents/Desktop/ACTIVE PROJECT FOLDER/Catavina Residential TIA_205082/Signal Warrants/[Peak Hour Signal Warrant Analysis_E+P_Int 7 AM.xls]Output 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 INTERNATIONAL Michael Baker i i i 2/19/2025 EXISTING PLUS PROJECT CONDITIONS PEAK HOUR VOLUME WARRANT URBAN CONDITIONS Peak Hour: PM Major Street: Portola Avenue Minor Street: Desert Willow Court / Project Drwy. Total of Both Approaches (VPH): Number of Approach Lanes: 1450 2 Higher Volume Approach (VPH): Number of Approach Lanes: 99 1 SIGNAL WARRANT NOT SATISFIED Figure 4C-3. Peak Hour Warrant (Urban) Mi n o r St r e e t - H i g h e r Vo l u m e Ap p r o a c h (V P H ) 600 500 400 300 200 100 0 Major Street-Total of Both Approaches (VPH) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor Major Street Minor Street * Note: 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the Lower Threshold Volume for a Minor Street Approach with One Lane. Source: California MUTCD 2014 Revision 1 Existing Plus Project Conditions Peak Hour Volume Warrant Portola Avenue & Desert Willow Court / Project Drwy akerintl_com/Documents/Desktop/ACTIVE PROJECT FOLDER/Catavina Residential TIA_205082/Signal Warrants/[Peak Hour Signal Warrant Analysis_E+P_Int 7 PM.xls]Output 0 100 200 300 400 500 600 Mi n o r St r e e t - H i g h e r Vo l u m e Ap p r o a c h (V P H ) INTERNATIONAL Michael Baker i i i i 2/19/2025 OPENING YEAR 2027 PLUS PROJECT CONDITIONS PEAK HOUR VOLUME WARRANT URBAN CONDITIONS Peak Hour: AM Major Street: Frank Sinatra Drive Minor Street: Hollister Drive Total of Both Approaches (VPH): 1075 Higher Volume Approach (VPH): Number of Approach Lanes: 2 Number of Approach Lanes: 118 1 SIGNAL WARRANT NOT SATISFIED Figure 4C-3. Peak Hour Warrant (Urban) 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street-Total of Both Approaches (VPH) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor Major Street Minor Street * Note: 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the Lower Threshold Volume for a Minor Street Approach with One Lane. Source: California MUTCD 2014 Revision 1 Opening Year 2027 Plus Project Conditions Peak Hour Volume Warrant Frank Sinatra Drive & Hollister Drive erintl_com/Documents/Desktop/ACTIVE PROJECT FOLDER/Catavina Residential TIA_205082/Signal Warrants/[Peak Hour Signal Warrant Analysis_OY+P_Int 4 AM.xls]Output 0 100 200 300 400 500 600 Mi n o r St r e e t - H i g h e r Vo l u m e Ap p r o a c h (V P H ) INTERNATIONAL Michael Baker i i A 2/19/2025 OPENING YEAR 2027 PLUS PROJECT CONDITIONS PEAK HOUR VOLUME WARRANT URBAN CONDITIONS Peak Hour: PM Major Street: Frank Sinatra Drive Minor Street: Hollister Drive Total of Both Approaches (VPH): 1263 Higher Volume Approach (VPH): Number of Approach Lanes: 2 Number of Approach Lanes: 81 1 SIGNAL WARRANT NOT SATISFIED Figure 4C-3. Peak Hour Warrant (Urban) 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street-Total of Both Approaches (VPH) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor Major Street Minor Street * Note: 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the Lower Threshold Volume for a Minor Street Approach with One Lane. Source: California MUTCD 2014 Revision 1 Opening Year 2027 Plus Project Conditions Peak Hour Volume Warrant Frank Sinatra Drive & Hollister Drive erintl_com/Documents/Desktop/ACTIVE PROJECT FOLDER/Catavina Residential TIA_205082/Signal Warrants/[Peak Hour Signal Warrant Analysis_OY+P_Int 4 PM.xls]Output 0 100 200 300 400 500 600 Mi n o r St r e e t - H i g h e r Vo l u m e Ap p r o a c h (V P H ) INTERNATIONAL Michael Baker 2/19/2025 OPENING YEAR 2027 PLUS PROJECT CONDITIONS PEAK HOUR VOLUME WARRANT URBAN CONDITIONS Peak Hour: AM Major Street: Portola Avenue Minor Street: Desert Willow Court / Project Drwy. Total of Both Approaches (VPH): Number of Approach Lanes: 1311 2 Higher Volume Approach (VPH): Number of Approach Lanes: 145 1 SIGNAL WARRANT NOT SATISFIED Figure 4C-3. Peak Hour Warrant (Urban) 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street-Total of Both Approaches (VPH) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor Major Street Minor Street * Note: 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the Lower Threshold Volume for a Minor Street Approach with One Lane. Source: California MUTCD 2014 Revision 1 Opening Year 2027 Plus Project Conditions Peak Hour Volume Warrant Portola Avenue & Desert Willow Court / Project Drwy erintl_com/Documents/Desktop/ACTIVE PROJECT FOLDER/Catavina Residential TIA_205082/Signal Warrants/[Peak Hour Signal Warrant Analysis_OY+P_Int 7 AM.xls]Output 0 100 200 300 400 500 600 Mi n o r St r e e t - H i g h e r Vo l u m e Ap p r o a c h (V P H ) INTERNATIONAL Michael Baker 2/19/2025 OPENING YEAR 2027 PLUS PROJECT CONDITIONS PEAK HOUR VOLUME WARRANT URBAN CONDITIONS Peak Hour: PM Major Street: Portola Avenue Minor Street: Desert Willow Court / Project Drwy. Total of Both Approaches (VPH): Number of Approach Lanes: 1501 2 Higher Volume Approach (VPH): Number of Approach Lanes: 99 1 SIGNAL WARRANT NOT SATISFIED Figure 4C-3. Peak Hour Warrant (Urban) 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street-Total of Both Approaches (VPH) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor Major Street Minor Street * Note: 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the Lower Threshold Volume for a Minor Street Approach with One Lane. Source: California MUTCD 2014 Revision 1 Opening Year 2027 Plus Project Conditions Peak Hour Volume Warrant Portola Avenue & Desert Willow Court / Project Drwy erintl_com/Documents/Desktop/ACTIVE PROJECT FOLDER/Catavina Residential TIA_205082/Signal Warrants/[Peak Hour Signal Warrant Analysis_OY+P_Int 7 PM.xls]Output