Appendix C HCS 7 ANALYTICAL REPORTS: MITIGATED SIGNALIZED AND NON-SIGNALIZED INTERSECTIONS. Draft

Transcription

1 Appendix C HCS 7 ANALYTICAL REPORTS: MITIGATED SIGNALIZED AND NON-SIGNALIZED INTERSECTIONS

2 HCS7 All-Way Stop Control Report Site Information Analyst M Hays Intersection Mulberry Newcomb St Agency/Co. TCAG Jurisdiction Porterville Date Performed 10/4/2018 East/West Street Mulberry Ave Analysis Year 2018 North/South Street Newcomb St Analysis Time Period (hrs) 0.25 Peak Hour Factor 0.86 Time Analyzed Project Description AM Peak 2018 Intersection Monitoring Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LTR LTR L T TR L T TR Flow Rate, v (veh/h) Percent Heavy Vehicles Departure Headway and Service Time Initial Departure Headway, hd (s) Initial Degree of Utilization, x Final Departure Headway, hd (s) Final Degree of Utilization, x Move-Up Time, m (s) Service Time, ts (s) Capacity, Delay and Level of Service Flow Rate, v (veh/h) Capacity % Queue Length, Q₉₅ (veh) Control Delay (s/veh) Level of Service, LOS C B B B C B C C Approach Delay (s/veh) Approach LOS C B C C Intersection Delay, s/veh LOS 16.9 C Copyright 2018 University of Florida. All Rights Reserved. HCS AWSC Version 7.6 Generated: 10/26/2018 9:28:20 AM Mulberry@Newcomb_MitigationAWSC.xaw

3 HCS7 Signalized Intersection Results Summary Intersection Information Agency Duration, h 0.25 Analyst Analysis Date 10/26/2018 Area Type Other Jurisdiction Time Period PHF 0.86 Urban Street 2018 Intersection Monit Analysis Year 2018 Analysis Period 1> 7:00 Intersection Mulberry Newco File Name Mulberry@Newcomb_Mitigation_Signal.xus Project Description AM Peak Demand Information EB WB NB SB Demand ( v ), veh/h Signal Information Cycle, s 30.4 Reference Phase 2 Offset, s 0 Reference Point End Green Uncoordinated Yes Simult. Gap E/W On Yellow Force Mode Fixed Simult. Gap N/S On Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 50 th percentile) Back of Queue ( Q ), veh/ln ( 50 th percentile) Queue Storage Ratio ( RQ ) ( 50 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) B B B A A B A A Approach Delay, s/veh / LOS 11.5 B 11.0 B 10.4 B 9.6 A Intersection Delay, s/veh / LOS 10.3 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.25 B 2.25 B 1.66 B 1.65 B Bicycle LOS Score / LOS 0.82 A 0.74 A 0.99 A 1.05 A Copyright 2018 University of Florida, All Rights Reserved. HCS Streets Version 7.6 Generated: 10/26/2018 9:40:12 AM

4 HCS7 Roundabouts Report Site Information Analyst M Hays Intersection Ave Rd204 Agency or Co. TCAG E/W Street Name Ave 256 Date Performed 10/5/2018 N/S Street Name Rd 204 Analysis Year 2018 Analysis Time Period (hrs) 0.25 Time Analyzed AM Peak Peak Hour Factor 0.93 Project Description 2018 Intersection Monitoring Jurisdiction Tulare County Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N) Lane Assignment LTR LTR LTR LTR Volume (V), veh/h Percent Heavy Vehicles, % Flow Rate (vpce), pc/h Right-Turn Bypass None None None None Conflicting Lanes Pedestrians Crossing, p/h Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway (s) Follow-Up Headway (s) Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h Entry Volume veh/h Circulating Flow (vc), pc/h Exiting Flow (vex), pc/h Capacity (cpce), pc/h Capacity (c), veh/h v/c Ratio (x) Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh Lane LOS A A A A 95% Queue, veh Approach Delay, s/veh Approach LOS A A A A Intersection Delay, s/veh LOS 8.0 A Copyright 2018 University of Florida. All Rights Reserved. HCS7 Roundabouts Version /5/2018 8:50:45 AM Ave 256@Rd 204_Mitigation_Roundabout.xro

5 HCS7 Signalized Intersection Results Summary Intersection Information Agency Duration, h 0.25 Analyst Analysis Date 10/25/2018 Area Type Other Jurisdiction Time Period PHF 0.93 Urban Street 2018 Intersection Monit Analysis Year 2018 Analysis Period 1> 7:00 Intersection Ave Rd 204 File Name Ave 256@Rd 204_Mitigation_Signal.xus Project Description Mitigation Demand Information EB WB NB SB Demand ( v ), veh/h Signal Information Cycle, s 23.5 Reference Phase 2 Offset, s 0 Reference Point End Green Uncoordinated Yes Simult. Gap E/W On Yellow Force Mode Fixed Simult. Gap N/S On Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 50 th percentile) Back of Queue ( Q ), veh/ln ( 50 th percentile) Queue Storage Ratio ( RQ ) ( 50 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) A A A A Approach Delay, s/veh / LOS 8.0 A 7.9 A 5.7 A 5.3 A Intersection Delay, s/veh / LOS 6.1 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.65 B 1.65 B 1.63 B 1.63 B Bicycle LOS Score / LOS 0.76 A 0.74 A 1.42 A 1.29 A Copyright 2018 University of Florida, All Rights Reserved. HCS Streets Version 7.6 Generated: 10/25/2018 4:09:44 PM

6 HCS7 Signalized Intersection Results Summary Intersection Information Agency TCAG Duration, h 0.25 Analyst M Hays Analysis Date Oct 3, 2018 Area Type Other Jurisdiction Tulare County Time Period AM Peak PHF 0.88 Urban Street 2018 Intersection Monit Analysis Year 2018 Analysis Period 1> 7:00 Intersection Ave Rd 104 File Name Ave 416@Rd 104_AM.xus Project Description AM Peak Demand Information EB WB NB SB Demand ( v ), veh/h Signal Information Cycle, s 13.4 Reference Phase 2 Offset, s 0 Reference Point End Green Uncoordinated Yes Simult. Gap E/W On Yellow Force Mode Fixed Simult. Gap N/S On Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 50 th percentile) Back of Queue ( Q ), veh/ln ( 50 th percentile) Queue Storage Ratio ( RQ ) ( 50 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) A A A A A A A A Approach Delay, s/veh / LOS 2.3 A 2.4 A 3.3 A 3.2 A Intersection Delay, s/veh / LOS 2.6 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.83 B 1.83 B 2.03 B 2.03 B Bicycle LOS Score / LOS 0.77 A 0.84 A 0.85 A 0.71 A Copyright 2018 University of Florida, All Rights Reserved. HCS Streets Version 7.6 Generated: 10/25/2018 3:36:17 PM

7 HCS7 Two-Way Stop-Control Report Site Information Analyst M Hays Intersection Firebaugh Ave Agency/Co. TCAG Jurisdiction Exeter Date Performed 9/12/2018 East/West Street Firebaugh Ave Analysis Year 2018 North/South Street SR-65 Time Analyzed PM peak Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Lanes Firebaugh Ave (Ave 276) PM Peak Vehicle Volumes and Adjustments Major Street: North-South Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority U U Number of Lanes Configuration L TR LTR LTR LTR Volume (veh/h) Percent Heavy Vehicles (%) Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized Median Type Storage Critical and Follow-up Headways Undivided Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) Capacity, c (veh/h) v/c Ratio % Queue Length, Q₉₅ (veh) Control Delay (s/veh) Level of Service (LOS) E C C A A Approach Delay (s/veh) Approach LOS D C Copyright 2018 University of Florida. All Rights Reserved. HCS TWSC Version 7.6 Generated: 11/7/ :04:37 AM SR-65@Firebaugh Ave_PM_Mitigation.xtw

8 HCS7 Signalized Intersection Results Summary Intersection Information Agency Duration, h 0.25 Analyst Analysis Date 11/7/2018 Area Type Other Jurisdiction Time Period PHF 0.92 Urban Street 2018 Intersection Monit Analysis Year 2018 Analysis Period 1> 7:00 Intersection Firebaugh Ave File Name Firebaugh_PM_Mitig_Signal.xus Project Description PM Peak Mitigation Demand Information EB WB NB SB Demand ( v ), veh/h Signal Information Cycle, s 30.4 Reference Phase 2 Offset, s 0 Reference Point End Green Uncoordinated Yes Simult. Gap E/W On Yellow Force Mode Fixed Simult. Gap N/S On Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 50 th percentile) Back of Queue ( Q ), veh/ln ( 50 th percentile) Queue Storage Ratio ( RQ ) ( 50 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) B B A A A A Approach Delay, s/veh / LOS 11.6 B 11.2 B 7.5 A 8.8 A Intersection Delay, s/veh / LOS 8.9 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.89 B 1.89 B 1.64 B 1.64 B Bicycle LOS Score / LOS 0.72 A 0.65 A 1.15 A 1.39 A Copyright 2018 University of Florida, All Rights Reserved. HCS Streets Version 7.6 Generated: 11/29/2018 1:50:40 PM