Contract
Package 2
(CP2)
Specific
Construction
Transportation
Management
Plan (CTMP) For
West Portal Early Works
Revision No. 2
Contract Package 2
(CP2) Specific
Construction
Transportation
Management Plan
(CTMP) for
West Portal Early Works
Revision No.: 03
Issue Date:
05/01/2023
CSS Number:
GR-013126-1.04.E.1
Attachment 2
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023 Page ii
DOCUMENT REVISION RECORD
REVISION
NUMBER
PURPOSE DATE
Revision 00 CTMP1 – West Portal Early Works (Draft Final) 12-09-2022 Revision 01 CTMP1 – West Portal Early Works (Revised Draft Final) 01-16-2023 Revision 02 CTMP1 – West Portal Early Works (Final) 04-10-2023 Revision 03 CTMP1 – West Portal Early Works (Revised Final) 05-01-2023
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023 Page iv
TABLE OF CONTENTS
1.0 Introduction ............................................................................................................................ 1
1.1 Project Location ............................................................................................................... 1
1.2 Project Team ................................................................................................................... 1
1.3 BSVII FINAL CTMP ......................................................................................................... 2
2.0 Construction Sequencing and Staging Plan............................................................................ 4
2.1 Construction Sequencing and Staging ............................................................................. 4
2.1.1 Stage 1 – Site Grading ............................................................................................... 6
2.1.2 Stage 2 – Site Development....................................................................................... 7
2.1.3 Stage 3 – Precast Plant and TBM Segment Storage Area.......................................... 7
2.1.4 Stage 4 – TBM Shaft and Muck Bin Excavation.......................................................... 7
2.2 Construction Equipment and Material Layout................................................................... 8
2.2.1 Field Offices and Parking ........................................................................................... 8
2.2.2 Interior Concrete Build-out Area ................................................................................. 9
2.2.3 Precast Plant and TBM Segment Storage .................................................................. 9
2.2.4 Grout Plant................................................................................................................. 9
2.2.5 Shaft Support of Excavation (SOE) and Muck Bin.................................................... 10
2.3 Detour Routes and Alternate Routes.............................................................................. 10
2.4 Traffic Control Plans ...................................................................................................... 10
2.5 Haul Routes ................................................................................................................... 10
2.5.1 Holiday Work............................................................................................................ 11
2.5.2 Trucker Management Plan ....................................................................................... 11
2.5.3 Haul Hours ............................................................................................................... 11
2.6 Warning Devices............................................................................................................ 14
2.7 Major Special Events ..................................................................................................... 14
2.8 Inclement Weather......................................................................................................... 14
2.9 Impact on Local Business and Residents....................................................................... 14
2.9.1 Paypal Events Management Plan............................................................................. 14
2.10 Noise and Vibration Abatement...................................................................................... 15
2.11 Concurrent Construction ................................................................................................ 15
2.12 Time of Construction...................................................................................................... 16
2.13 Public Information Requirements ................................................................................... 17
3.0 Traffic Improvements and Operational Analysis.................................................................... 17 CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023 Page v
3.1 INTRODUCTION ........................................................................................................... 17
3.2 Existing Conditions ........................................................................................................ 18
3.3 Background Conditions.................................................................................................. 19
3.4 Project Conditions.......................................................................................................... 20
3.5 Conclusions ................................................................................................................... 25
4.0 Public Operation and Bus Operations................................................................................... 26
4.1 Bus Operations .............................................................................................................. 26
4.2 Rail Transit Operations .................................................................................................. 26
5.0 Maintenance of Property Access .......................................................................................... 28
6.0 School Zone Safety Plan...................................................................................................... 28
7.0 Emergency Access and Response....................................................................................... 30
7.1 Emergency Vehicle Access Plan.................................................................................... 30
7.1.1 Protocol for Unanticipated Changes ......................................................................... 31
7.2 Emergency Vehicle Response Plan ............................................................................... 32
8.0 City Permit Requirements..................................................................................................... 33
9.0 List of Appendices ................................................................................................................ 33 TABLES
Table 1 - Summary CTMP Contents………………………………………………………………………. 2 Table 2 - Construction Sequencing………………………………………………………………………...4 Table 3 - Truck Volumes by Month…………………………………………………………………………5 Table 4 - Key Site Facilities and Equipment……………………………………………………………… 8 Table 5 - Concurrent Constructions……………………………………………………………………….15 Table 6 - Proposed Work and Haul Hours………………………………………………………………..17 Table 7 - Project Intersections……………………………………………………………………………..18 Table 8 - Project Operational Analysis……………………………………………………………………21 Table 9 - Existing Bus Route……………………………………………………………………………....26 Table 10 - KST Emergency Contact………………………………………………………………………30 Table 11 - List of Emergency Contacts as of December 2022…………………………………………31 CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023 Page vi
FIGURES
Figure 1 - Vicinity Map…………………………………………………………………………………… 1 Figure 2 - Haul Routes…………………………………………………………………………………… 13 Figure 3 - Existing Transit Operations………………………………………………………………… 28 Figure 4 – Nearby Schools……………………………………………………………………………… 29 Figure 5 - Emergency Service Area…………………………………………………………………… 32
APPENDICES
Appendix A – Site Layout, Sequencing and Staging Plan
Appendix B – Traffic Control Plans
Appendix C – Access to Businesses and Properties
Appendix D – Traffic Operation Data and Analysis
Appendix E – City Permit Requirements
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023 Page vii
ACRONYMS AND ABBREVIATIONS
ABBREVIATION DEFINITION
BART San Francisco Bay Area Rapid Transit
BMP Best Management Practice
BSV BART Silicon Valley
CP Contract Package
CTMP Construction Transportation Management Plan
CTMP1 Construction Transportation Management Plan for West Portal Early Works EAT External Affairs Team
ESCP Emergency Services Coordination Plan
KST Kiewit/Shea/Traylor
LOS Level of Service
MMRP Mitigation Monitoring and Reporting Program
SEIS / SEIR Supplemental Environmental Impact Statement / Subsequent Environmental Impact Report
SOE Support of Excavation
SWPPP Storm Water Pollution Prevention Plan
TBM Tunnel Boring Machine
TCP Traffic Control Plan
UPRR Union Pacific Railroad
VTA Santa Clara Valley Transportation Authority
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
1.0 INTRODUCTION
Kiewit Shea Traylor Joint Venture (KST) is the design-build contractor for the VTA BART Silicon Valley II Extension Project, Contract Package 2 (BSVII CP2). KST has prepared this CP2 West Portal Early Works specific Construction Transportation Management Plan (CTMP1) for the construction activities described herein.
1.1 PROJECT LOCATION
The project site is referred to as “West Portal” or “Newhall Yard” and is located in the Cities of San José and Santa Clara. The site is bounded by I-880 to the east, Brokaw Road to the west, Union Pacific Railroad (UPRR) tracks to the south, and Champions Way, Newhall Drive and existing developments to the north.
The site will be utilized as the launch site for the tunnel boring machine (TBM) and staging area during construction. Once construction is complete, the site will be utilized as BART storage and maintenance facility.
Figure 1 - Vicinity Map
1.2 PROJECT TEAM
Owner: Valley Transportation Authority (VTA)
Design-Build Contractor: Kiewit Shea Traylor Joint Venture (KST) Traffic Design Lead: KST and JMA Civil, Inc.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
1.3 BSVII FINAL CTMP
This CTMP1 for CP2 West Portal Early Works is based on the program-wide Draft CTMP for BSVII, dated 9/10/2021, and covers all requirements set in the BSVII Draft CTMP. See Table 1 below for a summary of contents in the BSVII Draft CTMP and corresponding contents in this CTMP1.
This CTMP1 pertains to the Early Works, which consists of establishing construction support facilities and work prior to the launch of the TBM, such as site grading, temporary utility installation, and construction of temporary field office buildings, precast concrete plant and grout plant.
As agreed in prior coordination meetings, KST will handle Early Site Preparation activities outside of CTMP1 due to the low expected construction traffic volumes (less than 50 trucks a day, operating during standard City work hours). These activities include clearing and grubbing, minor demolition, fence installation and portion of lime treatment. KST will closely coordinate all work with the Cities and obtain any necessary permits.
Also agreed in prior coordination meetings, this CTMP1 applies for construction works at West Portal, except for during events at PayPal Park; a separate “Event Management Plan” addressing hauling during PayPal event ingress/egress will be developed in the coming months in coordination with VTA, the Cities of San José and Santa Clara, and PayPal Park.
In addition, subsequent work after the launch of the TBM, such as tunnel boring and hauling of excavated materials (Muck), will be addressed in a subsequent CTMP.
Table 1 - Summary CTMP Contents
No. BSVII Draft CTMP CP2 Early Works Specific CTMP
1 Chapter 2 – Construction Sequencing Chapter 2.0 - Construction Sequencing and Staging Plan
2 Section 3.1.1.1 – Vehicle, Bicycle and
Pedestrian Traffic
N/A as no impact is anticipated. See Section 2.3
3 Section 3.1.1.2 – Allowed Road Closures
and Lane Closure Requirements
N/A as no impact is anticipated. See Section 2.3
4 Section 3.1.1.3 – Private Property Access
Requirements
N/A as no impact is anticipated. See Chapter 5.0
- Maintenance of Property Access and Appendix
C - Access to Businesses and Properties
5 Section 3.1.1.4 – Detour Routes N/A as no impact is anticipated. See Section 2.3 6 Section 3.1.1.5 – Public Transit / Bus
Operations Impacts
N/A as no impact is anticipated. See Chapter 4.0
- Public Operation and Bus Operations
7 Section 3.1.2.1 – Construction Staging Section 2.1 - Construction Sequencing and Staging
8 Section 3.1.2.2 – Concurrent Construction Section 2.11 - Concurrent Construction 9 Section 3.1.2.3 – City Ordinances / Work
Hours
Section 2.12 -
Time of Construction
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
No. BSVII Draft CTMP CP2 Early Works Specific CTMP
10 Section 3.1.2.4 – Haul Routes Section 2.5 - Haul Routes 11 Section 3.1.2.5 – Emergency Response Chapter 7.0 - Emergency Access and Response 12 Section 3.1.2.6 – School Zone Safety Chapter 6.0 - School Zone Safety Plan 13 Section 3.1.2.7 – Construction Parking Section 2.1 - Construction Sequencing and Staging
14 Section 3.1.3 – Operational Requirements N/A as no public roadway impact is anticipated.
See Section 2.3 and 2.4
15 Section 3.1.4 – Contingency Plan Chapter 7.0 - Emergency Access and Response 16 Section 3.1.5 – City of San José General
Requirements
Work Hours – See Section 2.12
Haul Routes – See Section 2.5
Special Events – See Section 2.7
Downtown San José Requirements – N/A
Required Permits – See Chapter 8.0
17 Section 3.1.6 – City of Santa Clara General
Requirements
Work Hours – See Section 2.12
Haul Routes – See Section 2.5
Special Events – See Section 2.7
Required Permits – See Chapter 8.0
18 Section 3.2.7 – West Tunnel Portal Specific
Requirements
Transit Routes – See Chapter 4.0
Haul Routes – See Section 2.5
PayPal Park Coordination – See Section 2.9;
Separate “Event Management Plan”
Private Property Access – See Chapter 5.0
19 Appendix A – Emergency Services
Coordination Plan
Chapter 7.0 - Emergency Access and Response
20 Appendix B – Summary of Access and
Service Needs Memorandum
Appendix C - Access to Businesses and
Properties
21 Appendix C – San José Better Bike Plan
2025
N/A as no impact is anticipated. See Section 2.3
22 Appendix D – List of Ongoing and Planned
Construction Projects
Section 2.11 - Concurrent Construction
23 Appendix E – San José Draft Activity Work
Hours
Section 2.12 -
Time of Construction
24 Appendix F – List of Events N/A as no special events are impacted. See Section 2.7
25 Appendix G – Downtown Construction
Guidelines
N/A as West Portal is outside of Downtown area
26 Appendix H – San José Permit requirements Appendix E – City Permit Requirements CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
No. BSVII Draft CTMP CP2 Early Works Specific CTMP
27 Appendix I – Santa Clara Draft Activity Work
Hours
Section 2.12 -
Time of Construction
28 Appendix J – Santa Clara Permit
Requirements
Appendix E – City Permit Requirements
29 Appendix K – San José Arena
Transportation & Parking Management Plan
N/A as West Portal is outside of San José Arena
area
30 Appendix L – Earthquakes Stadium
Transportation & Parking Management Plan
Section 2.9 - Impact on Local Business
2.0 CONSTRUCTION SEQUENCING AND STAGING
PLAN
This section summarizes construction sequencing and staging, and transportation impacts anticipated during the West Portal early works activities.
2.1 CONSTRUCTION SEQUENCING AND STAGING
The West Portal Early Works consists of establishing the construction yard for West Portal and is planned to begin in summer 2023 and last until winter 2024 to early 2025. Sequencing and staging for the Early Works is summarized below. An overall site layout plan is included in Appendix A.
See Table 2 below for a summary of construction sequencing. As agreed in prior coordination meetings, KST will handle Early Site Preparation activities outside of CTMP1 due to the low expected construction traffic volumes (less than 50 trucks a day, operating during standard City work hours). These activities include clearing and grubbing, minor demolition, fence installation and portion of lime treatment. KST will closely coordinate all work with the Cities and obtain any necessary permits. In addition, work after Stage 4, such as tunnel mining and muck hauling, will be addressed in a subsequent CTMP.
Table 2 - Construction Sequencing
No. Construction Activity Period of Construction
Stage 1 Site Grading Beginning Summer 2023 1for 5 Months Stage 2 Site Development Beginning Summer 2023 1for 9 Months Stage 3 Precast Plant and TBM Segment Storage Area Beginning 2023 1for 13 Months Stage 4 TBM Shaft and Muck Bin Excavation Beginning Fall 2023 for 17 Months Notes:
1. Stage 1-3 to begin immediately after the approval of the CTMP and associated permits.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
Average and peak truck volumes per day for each month of construction are summarized in Table 3 below. The estimated number of “Peak Days”, defined as greater than 250 trucks per day, is 5 days per month on average. KST will give the City of San Jose ([email protected]) notice two days prior to anticipated peak truck volume days.
Table 3 - Truck Volumes by Month
Date Average Daily Truck Volume
(Trucks/Day)
Peak Truck Volume
(Typical 5 days/month) (Trucks/Day)
Stage 1 Stage 2 Stage 3 Stage 4 Total Stage 1 Stage 2 Stage 3 Stage 4 Total Month 1 73 8 1 0 82 200 20 40 0 260
Month 2 73 8 1 0 82 200 20 40 0 260
Month 3 73 8 37 21 139 200 20 80 40 340
Month 4 73 0 37 21 131 200 0 100 40 340
Month 5 73 2 37 21 133 200 10 90 40 340
Month 6 73 2 37 0 112 200 10 130 0 340
Month 7 0 2 27 0 29 0 50 170 0 220
Month 8 0 2 27 79 108 0 50 170 120 340
Month 9 0 2 27 82 111 0 10 100 230 340
Month 10 0 0 27 113 140 0 0 100 240 340
Month 11 0 0 27 113 140 0 0 100 240 340
Month 12 0 0 27 113 140 0 0 100 240 340
Month 13 0 0 27 113 140 0 0 100 240 340
Month 14 0 0 0 32 32 0 0 0 60 60
Month 15 0 0 0 32 32 0 0 0 65 65
Month 16 0 0 0 32 32 0 0 0 65 65
Month 17 0 0 0 32 32 0 0 0 65 65
Month 18 0 0 0 32 32 0 0 0 65 65
Month 19 0 0 0 32 32 0 0 0 65 65
Notes:
Truck volumes include excavation and off-haul for site grading, imported fill material, deliveries of raw materials such as cement and aggregate, and deliveries of equipment, etc.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
2.1.1 Stage 1 – Site Grading
In this stage, KST will establish main site entrance off Newhall Drive, and continue lime treatment and grading, generally from the southeast to the northwest. Key construction activities are summarized below; plans showing the site grading is included in Appendix A. • Relocation of a storm drain inlet, a sanitary sewer manhole and a backflow preventer near Newhall Drive.
• Establishment of construction entrances off Newhall Street, Newhall Drive and Brokaw Road. • Approximately 34,000 cubic yards of excavation and off-haul. • Approximately 85,000 cubic yards of imported fill.
• Remainder of lime treatment not performed during Early Site Preparation. • Compaction of the subgrade.
• Installation of temporary utilities.
The 34,000 cubic yards of off-haul and 85,000 cubic yards of imported fill require approximately 12,000 total truck trips.
Due to the level of site preparation required at the site, KST plans to distribute 75 percent of construction hauling vehicles through the main entrance on Newhall Drive; the rest will enter through the entrance on Brokaw Road. The entrance off Brokaw Road is required to minimize truck queuing at the Newhall Drive entrance. Both the Newhall Drive access and the Brokaw Road access are required access points for construction activities. However, each provides a point of ingress and egress in case one of the entrances is blocked due to unforeseen circumstances.
On Peak days Brokaw handles 85 trucks a day, which is 25 percent of 340 peak day trucks. If unforeseen circumstances do occur on Newhall to render it restricted or unusable, trucks would be queued onsite such that Brokaw would not see more than the typical peak of 85 trucks a day. The distribution between the Newhall Drive and Brokaw Road entrances is estimated based on the site layout and construction activity, but Brokaw will be limited to 85 trucks per day as a peak as a maximum for any stage of Early Works Construction.
Conversely, on peak days Newhall handles 255 trucks a day, which is 75 percent of 340 peak day trucks. If unforeseen circumstances block Brokaw, trucks would be queued or reduced such that Newhall would not see more than the typical peak of 255 trucks per day.
The anticipated maximums for average daily trucks is 73 and for peak daily trucks is 200 for stage
1. The trucking operations will be managed by the KST Truck Boss and as described in section 2.5.2 for all stages.
Construction entrance/exit, vehicle wash out area and other storm water pollution prevention BMPs will be in place. All queuing and stockpile locations will be contained within the construction site; see Appendix A for additional details. Average and peak truck volumes per day for each month of construction are shown in Table 3. The grading activity is estimated to require up to 200 trucks per day during peak days.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
2.1.2 Stage 2 – Site Development
In this stage, KST will finish the development of the site, generally from the southeast to the northwest. Key construction activities are summarized below; plans showing the site development is included in Appendix A.
• Construction of additional site roads and parking.
• Installation of temporary office trailers.
• Installation of temporary utilities and connecting to offices.
Approximately 75 percent of construction vehicles will enter through the main entrance on Newhall Drive; the rest will enter though the entrance on Brokaw Road. All queuing and stockpile locations will be contained within the construction site; see Appendix A for additional details. Average and peak truck volumes per day for each month of construction are shown in Table 3 .
The anticipated maximum for average daily trucks is 8 and for the peak daily trucks is 50 for stage
2. 2.1.3 Stage 3 – Precast Plant and TBM Segment Storage Area In this stage, KST will construct the precast plant and storage area for the TBM segments. Key construction activities are summarized below; plans showing the construction of precast plant and TBM segment storage area is included in Appendix A.
• Surcharging precast plant and TBM segment storage area. • Installation of precast plant utilities.
• Construction of plant, gantry crane and storage area foundations and slabs. • Installation of plant building and equipment.
• Test production of the precast plant.
Approximately 75 percent of construction vehicles will enter through the main entrance on Newhall Drive; the rest will enter though the entrance on Brokaw Road. All queuing and stockpile locations will be contained within the construction site; see Appendix A for additional details. Average and peak truck volumes per day for each month of construction are shown in Table 3 .
The anticipated maximums for average daily trucks is 37 and for the peak daily trucks is 170 for stage 3.
2.1.4 Stage 4 – TBM Shaft and Muck Bin Excavation
In this stage, KST will excavate the tunnel boring machine (TBM) shaft and muck bin and assemble the TBM. Key construction activities are summarized below; plans showing the TBM shaft and muck bin excavation, and TBM assembly are included in Appendix A. • Construction of interior concrete build-out area and grout plant. • Muck bin excavation (soldier piles, excavation and construction of MSE wall and liner).
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
• Construction of SOE starter wall.
• Construction of Support of Excavation (SOE) slurry walls (confinement walls, TBM shaft walls, and ramp walls).
• TBM shaft and ramp excavation (Caterpillar beams and excavation). • Construction of TBM shaft concrete.
• Construction of TBM crane pad.
• Construction of TBM supporting facilities.
• Assemble the TBM.
Approximately 75 percent of construction vehicles will enter through the main entrance on Newhall Drive; the rest will enter though the entrance on Brokaw Road. All queuing and stockpile locations will be contained within the construction site; see Appendix A for additional details. Average and peak truck volumes per day for each month of construction are shown in Table 3. The excavation of the TBM shaft and ramp is estimated to require up to 200 trucks per day during peak days.
The anticipated maximums for average daily trucks is 113 and for the peak daily trucks is 240 for stage 4.
The subsequent tunnel excavation and muck hauling is not part of the Early Works and will be discussed in a separate CTMP
2.2 CONSTRUCTION EQUIPMENT AND MATERIAL LAYOUT
This section summarizes the construction equipment and material layout once the West Portal construction yard has been established. See Table 4 below for a summary of key site facilities and equipment. See Appendix A for site layout plan.
Table 4 - Key Site Facilities and Equipment
No. Site Facility/Equipment Stage of Construction
1 Field Offices and Parking Stage 2 – Site Development
2 Interior Concrete Build-out Area Stage 4 – TBM Shaft and Muck Bin Excavation
3 Precast Plant and TBM Segment Storage Stage 3 – Precast Plant and TBM Segment Storage Area
4 Grout Plant Stage 4 – TBM Shaft and Muck Bin
Excavation
5 Shaft Support of Excavation (SOE) and Muck Bin Stage 4 – TBM Shaft and Muck Bin Excavation
2.2.1 Field Offices and Parking
Employee parking will be provided at the southeast end of the site with approximately 300 parking stalls. Vehicles will enter and exit through two entrances on Newhall Street.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
Field office trailers will be installed north of the employee parking area. There will be approximately 20,000 square feet of office space and 7 dry houses measuring 12’x40’ each. Temporary utility services, including portable water, sanitary sewer, electrical and communications will be provided to the office trailers.
At the peak for Early Works construction, there will be approximately 120 craft employees and approximately 100 staff. The number of staff and craft on-site and their arrival time typically occurs at the start and end of the shift, which is before or after AM and PM peak hours and therefore are not included in the peak hour analysis. Craft workers in the day shift typically arrive at 5:30 – 6:00 AM and leave from 4:00 to 4:30 PM. Craft workers in the night shift typically arrive from 4:00 to 4:30 PM and leave 4:00 to 4:30 AM. Staff workers typically arrive from 5:00 to 7:30 AM and leave from 3:30 to 6:30 PM.
The Early Works construction activities will require approximately 220 parking stalls, compared to the 300 parking stalls provided. The parking stalls will remain for major construction (such as tunnel mining and muck hauling), when approximately 300 parking stalls will be required. Major construction activities are addressed in a separate CTMP.
2.2.2 Interior Concrete Build-out Area
The interior concrete build-out area is located at the northeast edge of the site, measuring approximately 125’x400’. The area is used to store materials for the tunnel construction, such as rails. Small mechanical shop, electrical shop, warehouse and drums are also located adjacent to the concrete build-out area.
When materials are received they will be unloaded and stockpiled at the interior concrete build-out area. The site roads are designed so that truck queuing and loading/unloading along the interior concrete build-out area will not impact traffic circulation within the site. No material stockpiling or truck queuing will take place outside the construction yard.
2.2.3 Precast Plant and TBM Segment Storage
The precast plant is located at the northeast edge of the site, north of the interior concrete build-out area. When in full production the precast plant will have a capacity of 10 tunnel liner rings/day. The precast tunnel segments will then be transferred to the TBM segment storage area, located between the interior build-out area and the precast plant, measuring approximately 120’x1,020’.
The TBM segments will be stacked on strip footing and loaded/unloaded by a gantry crane.
All processes relating to the precast plant production will be fully contained within the construction yard.
2.2.4 Grout Plant
The grout plant is located at the southwest edge of the site across the site road from the precast plant. When in full production the grout plant will have a capacity of 50 cubic yards per hour. The grout will be loaded/unloaded at designated areas adjacent to the plant. There are also small storage containers and other equipment in this area.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
All processes relating to the grout plant production will be fully contained within the construction yard.
2.2.5 Shaft Support of Excavation (SOE) and Muck Bin
The TBM Shaft is located at the southwest edge of the site, south of the grout plant and across the site road from the interior build-out area. When in operation excavated material (muck) will be carried out by a conveyor system and stored in the muck bin, located between the shaft and the grout plant. Muck will be loaded to truck around the muck bin perimeter and hauled off site. The muck hauling and other construction activities when the construction yard is in full operation will be covered in a separate CTMP as this CTMP is applicable to the Early Works only.
2.3 DETOUR ROUTES AND ALTERNATE ROUTES
Detour routes and alternate routes are not anticipated for West Portal Early Works at this time as no long-term lane closures are anticipated, since all construction activities, queuing and staging will be within the West Portal site. The traffic operational analysis presented in Section 3.0 shows no decrease in LOS due to construction traffic at the existing signalized intersections.
All pedestrian, bicycle and vehicular facilities will be maintained throughout the construction; no sidewalk, shoulder or lane closures are currently anticipated.
2.4 TRAFFIC CONTROL PLANS
Long-term traffic control plans are not anticipated for West Portal Early Works at this time as no sidewalk, shoulder or lane closures are currently anticipated. Installation of temporary utilities may require temporary lane closures which lasts a few hours to a couple of days; traffic control plans will be provided accordingly once construction plan for temporary utilities have been established.
2.5 HAUL ROUTES
The Haul routes applicable to West Portal are shown in Figure 2, which were established in the Draft CTMP. Approximately 75% of construction vehicles will enter the site via Newhall Drive; the remainder will enter via Brokaw Road. The entrance off Brokaw Road is required to minimize truck queuing at the Newhall Drive entrance.
Both the Newhall Drive access and the Brokaw Road access provide required points of ingress and egress for the construction traffic. In case one of the entrances is blocked due to unforeseen circumstances the other can act as the sole point of entry to the site. On Peak days Brokaw handles 85 trucks a day, which is 25 percent of 340 peak day trucks.
If unforeseen circumstances occur on Newhall to render it restricted or unusable, trucks would be queued onsite or some hauling might be halted, such that Brokaw would not see more than the typical peak of 85 trucks a day. The distribution between the Newhall Drive and Brokaw Road entrances is estimated based on the site layout and construction activity, but Brokaw will be limited to 85 trucks per day as a peak as a maximum.
Similarly should an unforeseen event render Brokaw unusable, trucks will que onsite and be directed to Newhall while maintaining the peak truck traffic of 255 trucks (which is 75 percent of 340 peak daily trucks).
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
KST also proposes to develop a “traffic contingency plan” with the City of Santa Clara and the City of San Jose that details the lines of communication and processes that would be followed in case either the intersection at Brokaw or at Newhall Drive are blocked due to unforeseen circumstances. This plan would be coordinated and developed prior to peak traffic operations.
All trucks will originate or leave from I-880 via Coleman Ave.
KST has conducted Pre Construction Surveys in accordance with the VTA Contract.
The proposed hauling hours are discussed in Section 2.5.3.
Hauling during PayPal events will be addressed in separate “Event Management Plan”.
2.5.1 Holiday Work
There will be no hauling on major holidays (Day Before Thanksgiving, Thanksgiving Day, Christmas Eve, Christmas Day, New Year’s Eve, New Year’s Day, Memorial Day, Independence Day and Labor Day) as no construction work is anticipated on those days, unless emergency work is required on-site.
2.5.2 Trucker Management Plan
KST will develop and implement a plan to manage the truck drivers using the approved haul routes related to completing the construction of this project. A summary of the plan will include:
• Truck Boss to manage trucking activities
• Trucker Pre Construction Meetings
• Signage at all exits to the site directing the trucks to I-880 • Active Management by KST during construction
• Trucker Flash Cards to be referred to in cab to reinforce haul routes KST will monitor the truck volumes on days of peak truck traffic, change of construction activities, and major holidays and events to ensure that truck volumes do not exceed the expected volumes.
This will ensure desired split between Newhall Drive and Brokaw Road is achieved. KST control processes to validate truck volumes and provide information that trucks are using the proper entrances will be shared with the City upon request.
2.5.3 Haul Hours
For most of the construction activities the haul hours will match work hours; see Table 6. Typical single-shift construction hauling activity lasts from 6AM to 4PM, for 10 hours, and 6 days a week (Monday to Saturday).
Certain construction activities will be double shift to meet the construction schedule. Among these double shift activities, TBM assembly and starting production of the precast plant only require hauling during the day shift, from 6AM to 4PM. Materials will be double-handled, which require that the materials for the night shift be delivered during the day and stockpiled on-site.
KST expects the TBM Shaft and Ramp Excavation to require hauling during both day and night shifts, from 6AM to 4AM. The Support of Excavation – Slurry Walls construction activity will also require hauling during both shifts during times of heightened construction periods.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
The Synchro analysis completed as a part of this CTMP does not indicate an impact to morning AM traffic due to hauling, but KST will work closely with trucking companies to determine if there is a potential to reduce hauling between the 7 AM and 9 AM rush hour traffic period.
Approval of this CTMP by the City of San José and the City of Santa and any revisions thereafter shall also constitute approval of the work and haul hours as presented in Table 6.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
Figure 2 - Haul Routes
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
2.6 WARNING DEVICES
C44 (CA) “TRUCKS ENTERING EXITING” warning sign will be placed at key locations; see Appendix B for plans. Other warning devices or signs are not anticipated at this time due to no traffic control plans (TCP) being currently identified, as detour routes or alternate routes are not anticipated. When additional TCP and warning devices are identified, they will be provided in Appendix B.
2.7 MAJOR SPECIAL EVENTS
KST has reviewed major special events listed in the Draft CTMP Appendix F and identified no City events (such as marathons) that will be impacted by the West Portal Early Works construction.
KST will continue to coordinate with VTA, City of San José and City of Santa Clara to minimize potential impacts from construction activities.
2.8 INCLEMENT WEATHER
KST will continuously monitor the weather condition and identify potential inclement weather at least one week in advance. KST will identify responses to inclement weather that has the potential to impact construction activities.
A Construction Storm Water Pollution Prevention Plan (SWPPP) is prepared by KST separately from this CTMP, where Best Management Practices (BMPs) will be specified to prevent pollution or erosion due to rain events; it also specifies detailed monitoring requirements and rainfall action plans.
2.9 IMPACT ON LOCAL BUSINESS AND RESIDENTS
KST has reviewed the list of local businesses in the Draft CTMP Appendix B. Impact on local businesses is not anticipated from West Portal Early Works.
A list of local businesses in the vicinity of the West Portal site interviewed by VTA in 2021 is included in Appendix C. KST also included an exhibit showing the driveway locations of nearby properties. No driveways are anticipated to be impacted by West Portal Early Works. KST recognizes that Newhall Drive is the only ingress/egress route for the residential area near the south end of the project site. No impacts to the residents are expected as Newhall Drive and Newhall Street will remain open at all times during construction.
2.9.1 Paypal Events Management Plan
In addition, KST will continuously monitor events at PayPal Park through coordination facilitated by VTA and minimize potential impacts from construction activities. KST will generate a Paypal Events Management Plan to determine trucking activity in relation to events to mitigate, as best as possible, the impacts to both the event and the project.
KST has reviewed the Earthquakes Stadium (now PayPal Park) Transportation and Parking Management Plan and does not anticipate any conflicts between the construction traffic and the plan.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
2.10 NOISE AND VIBRATION ABATEMENT
KST has completed a pre-construction noise assessment to establish ambient noise conditions around the site. A Noise and Vibration Control Plan is currently being prepared, separate from this CTMP, to specify noise reduction and mitigation measures to ensure that surrounding land uses will not be impacted by construction noise. Noise will be monitored in the community during construction continuously to demonstrate compliance with the project noise thresholds.
KST will coordinate with City of San José and City of Santa Clara for nighttime work variances.
Nighttime construction is expected to be within City of San José only and nighttime hauling is expected to be within both cities. See Table 6 for construction activities requiring nighttime work and hauling.
2.11 CONCURRENT CONSTRUCTION
KST has reviewed the concurrent constructions listed in Draft CTMP Appendix D and identified projects in the vicinity of the West Portal site, and confirmed with the Cities that this is a complete list of concurrent constructions known to date. KST will continue to coordinate with the Cities on any additional future concurrent construction activities.
A list of concurrent constructions is included in Table 5.
Table 5 - Concurrent Constructions
No.
Planned
Construction
Date
Project Location Notes
1 - California High
Speed Rail
Southwest of
Newhall Yard
(Caltrain Tracks)
No impact expected.
Per San José to Merced Final EIR/EIS certified
by the CA High Speed Rail Authority in April
2022, Alternative 4 - Blended at-grade is
selected, which includes no construction near
West Portal.
The San Francisco - Central Valley segment is
expected to be in operation in 2031 Per
Authority's 2022 business plan. No
construction date has been confirmed but it is
likely after West Portal construction activities.
2 - Caltrain
Electrification
Project (CalMod)
Southwest of
Newhall Yard
(Caltrain Tracks)
No impact expected.
The Caltrain Electrification project is expected
to be limited to within the existing Caltrain
corridor.
3 - Diridon Integrated
Station Concept
(DISC) Plan
Diridon Station,
San José
No impact expected.
The DISC is expected to be applicable to
Diridon Station only.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
No.
Planned
Construction
Date
Project Location Notes
4 2027 Airport Connector San José Mineta
International
Airport to Diridon
Station
No impact expected.
5 2023 Aviation Ave
Repaving
Aviation Ave from
Coleman Ave to
North End
The repaving may affect the intersection of
Aviation Ave and Coleman Ave.
6 2023 Martin Ave
Repaving
Martin Ave from
Brokaw Rd to
Reed St
Trucks for the repaving may enter and exit at
the intersection of Coleman Ave and Brokaw
Rd.
7 Under
Construction
Gateway
Crossings
1205 Coleman
Avenue, Santa
Clara
No impact expected.
Bounded by Brokaw Rd, Coleman Ave and
Champions Way.
8 2023 Coleman Highline 1125 Coleman
Avenue, San José
No impact expected.
Bounded by driveway to 1199 Coleman Ave,
Coleman Ave and Aviation Ave.
2.12 TIME OF CONSTRUCTION
KST has reviewed the potential work hours listed in Draft CTMP Appendix E and proposes the following work and haul hours as summarized in Table 6. The approval of this CTMP by the City of San José and the City of Santa Clara shall also serve as approval of the work and haul hours stated within this document or any accepted revision thereafter.
Typically, work that requires concrete pours are double shifted including hauling hours to match so that concrete can be delivered continuously during the pour. Once a concrete pour begins it must continue until the pour is completed and cannot stop midway into the activity.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
Table 6 - Proposed Work and Haul Hours
Early Work Activities Single
Shift
Double
Shift
Work
Hours
Haul
Hours
Stage 1 – Site Grading (Beginning Summer 2023, 6 Months) Site grading X 6AM – 6PM 6AM – 4PM
Stage 2 – Site Development (Beginning Summer 2023, 9 Months) Construction of site roads X 6AM – 6PM 6AM – 4PM
Installation of site offices X 6AM – 6PM 6AM – 4PM
Stage 3 – Precast Plant and TBM Segment Storage Area (Beginning Summer 2023, 13 Months) Construction of precast plant X 6AM – 6PM 6AM – 4PM
Stage 4 – TBM Shaft and Muck Bin Excavation (Beginning Fall 2023, 17 Months) Muck bin excavation X 6AM – 6PM 6AM – 4PM
Support of excavation – slurry walls X 6AM – 4AM 6AM – 4AM TBM shaft and ramp excavation X 6AM – 4AM 6AM – 4AM
TBM shaft concrete pour X 6AM – 4AM 6AM – 4AM
TBM supporting facilities X 6AM – 6PM 6AM – 4PM
TBM assembly X 6AM – 4AM 6AM – 4PM
Start production of the precast plant X 6AM – 11PM 6AM – 4PM Construction of interior concrete build-out
area and equipment foundations X 6AM – 6PM 6AM – 4PM
Construction of grout plant X 6AM – 6PM 6AM – 4PM
Notes:
1. Construction activities will be 6 days a week.
2.13 PUBLIC INFORMATION REQUIREMENTS
Locations of the signs are presented in Appendix B. Additional Project identification will be provided once requirements are developed by VTA.
3.0 TRAFFIC IMPROVEMENTS AND OPERATIONAL
ANALYSIS
This section summarizes the general construction transportation management requirements for both the Cities of San José and Santa Clara to ensure the traffic generated by construction does not negatively impact the project area corridors and surrounding communities.
3.1 INTRODUCTION
Traffic data and signal timing databases were collected to develop project Synchro models – year 2023 existing conditions, year 2023 average truck traffic, year 2023 peak truck traffic, year 2024 CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
background, year 2024 average truck traffic, and year 2024 peak truck traffic. These models were developed using assumptions and information as presented in other sections of this document, as well as information from relevant nearby developments scheduled to implement prior to this project (Gateway Crossings and Coleman Highline).
Measures of effectiveness (MOEs) such as intersection level of service (LOS), intersection delay, and queuing were extracted to determine future operations of the project area’s signalized intersections and to develop mitigation measures as needed to ensure minimal impact and disruption to the transportation network in the project area. See Table 8 for delay and LOS results; see Appendix D for overall detailed delay, LOS, and queuing results, a queuing analysis related to PayPal Park events, as well as traffic volumes and supporting documentation.
After the models were completed and MOEs extracted, it was determined that network operations will likely remain mostly unchanged due to the increased Early Works truck traffic. Project staff will make periodic observations at the project area intersections, both signalized and unsignalized, to ensure acceptable operations continue.
3.2 EXISTING CONDITIONS
Traffic turning movement counts were field collected Thursday November 3, 2022 for both the AM and PM peak periods, Tuesday March 7, 2023 for the Mid-day peak period, and Saturday March 4, 2023 for the weekend peak period at the intersections listed in Table 7 below. Growth rates were used to adjust the volumes in the models accordingly based on the year collected as discussed under Background Conditions. Additional locations were also collected at the same time to better understand traffic patterns in the project area but were not specifically used in the traffic operations analysis. KST has reviewed the peak hour movements in the field to verify them.
Table 7 - Project Intersections
No. Primary Secondary
A1 Coleman Ave. Brokaw Rd.
A2 Coleman Ave. Champions Way
A3 Coleman Ave. Aviation Ave.
A4 Coleman Ave. Earthquakes Way
A5 Coleman Ave. Newhall Dr.
A6 Coleman Ave. Airport Blvd.
A7 Coleman Ave. I-880 SB Ramp
A8 Coleman Ave. I-880 NB Ramp / McKendrie St.
A9 Coleman Ave. Hedding St.
A10 Brokaw Rd. Costco
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
Current intersection traffic turning movement counts were compared to pre-COVID historical counts provided by the local agencies. The counts were somewhat comparable, with the exception of the morning peak direction along Coleman Ave. This can be attributable to factors such as an increase in work-from-home and changes in travel patterns. Traffic volumes are not anticipated to return to pre-COVID levels within the timeframe of this Early Works operation.
Current traffic signal timing data was downloaded from the controllers by the Cities of San José and Santa Clara and provided to the KST team. At the intersections listed above, the morning peak is running a 140 second cycle length, and the PM peak is running a 130 second cycle length. The project area intersections run a free operation during the Mid-day peak and on Saturday, except that the intersection of Coleman Ave. & Brokaw Rd. runs a 110 second cycle length during the weekday Mid-day. The project area signalized intersections are running a traffic adaptive system, except at the intersections of Coleman Ave. & Champions Way and Coleman Ave. & Brokaw Rd. (Brokaw Rd. & Costco Driveway will be signalized by others no later than mid-2024, which will also not be an adaptive system), so cycle lengths, offsets, and splits may ultimately vary.
Field intersection and corridor information was gathered through various sources such as online aerials, street views (verified to be recent), and project personnel who frequent the area.
The traffic counts, traffic signal timing information, and field characteristics were used to develop an existing conditions traffic model using the software package Synchro/SimTraffic v11. Models were developed for the AM, Mid-day, PM, and Saturday Mid-day peak periods as determined by the traffic count data. Model outputs for existing conditions were calibrated and validated with field observations. Measures of Effectiveness (MOEs) gathered from the model output include the intersection levels of service (LOS), intersection delay (in seconds), individual approach LOS and delay, and 95th-percentile queue lengths. Results from the existing conditions analysis can be found in Section 3.4 Project Conditions, with supporting documentation in Appendix D.
3.3 BACKGROUND CONDITIONS
Background models were developed for the AM, Mid-day. PM, and Saturday Mid-day peak periods using the existing conditions models as a base, and then inputting a 1.02 or 1.04 growth factor (2% per year growth rate) to develop future year 2024 volumes and operational MOEs. Projected traffic volumes generated by nearby developments (Gateway Crossings and Coleman Highline) have been included in the year 2024 background and project conditions. Various significant mitigation elements associated with these developments have been included in the modeling, such as the widening of Coleman Ave. just south of Brokaw Rd., the widening of Brokaw Rd. west of Coleman Ave., intersection and traffic signal improvements at Coleman Ave. & Brokaw Rd., and a new traffic signal installation at Brokaw Rd. & Costco driveway. See Appendix D for additional information on the traffic generated by these nearby developments that was included in this modeling.
The year 2024 is expected to see the height of the Early Works site work. Signal timing (splits and offsets) was adjusted at the City of San Jose intersections for the year 2024 background and project conditions models to minimize delay and queuing. Signal timing at City of Santa Clara intersections remained relatively unchanged, with only the Brokaw Rd. splits having been adjusted CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
due to the new split phase setup planned as part of the Gateway Crossings development mitigation efforts. The variability in delay and LOS shown in Table 8 is partially due to these signal timing changes, as well as included external project mitigation.
Results from the background conditions analysis can be found in Section 3.4 Project Conditions, with supporting documentation in Appendix D.
3.4 PROJECT CONDITIONS
Project conditions were analyzed using the year 2023 existing and 2024 background models as a base and developing separate year 2023 and 2024 average and peak truck traffic models. Average and Peak project truck volumes as shown in Table 3 (140 trucks and 340 trucks per day, respectively) were distributed through the network (at an hourly scale). Truck volumes were spread uniformly across the hauling hours to determine average and peak truck volumes. These volumes were used to represent a worst-case condition. Brokaw Road was assigned 25% of the truck traffic and Newhall Dr. was assigned 75% of the truck traffic. The 10% non-PayPal 2023 and 2024 Average Trucks operation for the weekend mid-day was also checked. Intersections in between and along the haul route were assigned increases in truck traffic to their respective through and left turn movements. Appendix D contains additional information regarding the truck traffic distribution and assignment.
A queuing analysis was completed for the Coleman Ave. & Newhall Dr. intersection to show what impacts, if any, may happen if truck hauling occurs during a weekday evening (Wednesday) or weekend evening (Saturday) PayPal Park event. The intersection was modeled in Trafficware’s Synchro software using current intersection geometrics, event signal timing patterns, and typical event volumes as collected by the City of San José. This analysis looked at potential effects to queuing at the intersection, particularly the northbound left and eastbound right turns, during the ingress and egress conditions. Based on the queue analysis, it is concluded that the addition of project trucks does not lead to a significant increase in queuing over normal PayPal Park operations during the weekday or weekend ingress or egress events. The detailed analysis, including assumptions and results, are included in Appendix D.
Table 8 below shows a summary of the year 2023 existing conditions, year 2023 average and peak trucks conditions, year 2024 background conditions, year 2024 average truck traffic conditions, and year 2024 peak truck traffic conditions. Brief discussions for each intersection follow the table, which highlight potential project impacts based on the operational LOS and delay results and possible mitigation measures. Supporting documentation, including results on queuing, can be found in Appendix D.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
Table 8 - Project Operational Analysis
Intersection and
Scenario
AM Peak Weekday
Mid-day PM Peak WeekendMid-day
Int.
Delay
(Sec)
HCM
Int.
LOS
Int.
Delay
(Sec)
HCM
Int.
LOS
Int.
Delay
(Sec)
HCM
Int.
LOS
Int.
Delay
(Sec)
HCM
Int.
LOS
A1 – Coleman Ave. & Brokaw Rd.1
Existing 2023 37.7 D 98.2 F 100.7 F 49.4 D
Average Trucks 2023
(10%) - - - - - - 50.2 D
Average Trucks 2023
(25%) 40.5 D 98.4 F 103.1 F 50.4 D
Peak Trucks 2023 43.2 D 101.1 F 107.8 F 52.6 D
Background 2024 27.3 C 27.1 C 52.8 D 40.7 D
Average Trucks 2024
(10%) - - - - - - 41.8 D
Average Trucks 2024
(25%) 25.7 C 27.3 C 69.5 E 42.2 D
Peak Trucks 2024 27.8 C 27.8 C 68.6 E 45.0 D
A2 – Coleman Ave. & Champions Way1
Existing 2023 0.7 A - - 0.6 A 3.4 A
Average Trucks 2023 0.7 A - - 0.6 A 3.4 A
Peak Trucks 2023 0.7 A - - 0.6 A 3.4 A
Background 2024 13.0 B - - 8.1 A 2.9 A
Average Trucks 2024 12.9 B - - 8.5 A 2.9 A
Peak Trucks 2024 7.2 A - - 8.4 A 2.9 A
A3 – Coleman Ave. & Aviation Ave.
Existing 2023 16.0 B - - 10.6 B 7.1 A
Average Trucks 2023 16.1 B - - 10.5 B 7.2 A
Peak Trucks 2023 16.2 B - - 10.4 B 7.2 A
Background 2024 23.8 C - - 20.6 C 17.1 B
Average Trucks 2024 22.5 C - - 18.9 B 17.1 B
Peak Trucks 2024 15.7 B - - 22.1 C 17.1 B
A4 – Coleman Ave. & Earthquakes Way
Existing 2023 4.7 A - - 8.4 A 4.2 A
Average Trucks 2023 4.7 A - - 8.4 A 4.3 A
Peak Trucks 2023 4.7 A - - 8.5 A 4.3 A
Background 2024 4.3 A - - 3.7 A 5.3 A
Average Trucks 2024 3.1 A - - 5.1 A 5.3 A
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
Intersection and
Scenario
AM Peak Weekday
Mid-day PM Peak WeekendMid-day
Int.
Delay
(Sec)
HCM
Int.
LOS
Int.
Delay
(Sec)
HCM
Int.
LOS
Int.
Delay
(Sec)
HCM
Int.
LOS
Int.
Delay
(Sec)
HCM
Int.
LOS
Peak Trucks 2024 5.0 A - - 10.8 B 5.3 A
A5 – Coleman Ave. & Newhall Dr.
Existing 2023 15.5 B 26.5 C 19.5 B 28.3 C
Average Trucks 2023 15.8 B 28.0 C 20.0 B 26.0 C
Peak Trucks 2023 16.2 B 27.1 C 21.3 C 25.0 C
Background 2024 13.7 B 22.7 C 17.2 B 21.2 C
Average Trucks 2024 13.1 B 23.6 C 19.9 B 23.0 C
Peak Trucks 2024 16.5 B 23.4 C 31.0 C 22.2 C
A6 – Coleman Ave. & Airport Blvd.
Existing 2023 18.3 B - - 14.7 B 8.1 A
Average Trucks 2023 18.2 B - - 14.8 B 8.1 A
Peak Trucks 2023 18.2 B - - 14.8 B 8.1 A
Background 2024 7.3 A - - 7.6 A 8.9 A
Average Trucks 2024 6.4 A - - 7.6 A 9.0 A
Peak Trucks 2024 7.1 A - - 7.5 A 9.0 A
A7 – Coleman Ave. & I-880 SB Ramp
Existing 2023 12.2 B - - 19.8 B 8.6 A
Average Trucks 2023 12.5 B - - 23.9 C 9.0 A
Peak Trucks 2023 13.1 B - - 31.2 C 9.6 A
Background 2024 10.6 B - - 11.1 B 16.3 B
Average Trucks 2024 10.7 B - - 11.5 B 17.4 B
Peak Trucks 2024 10.9 B - - 9.6 A 19.2 B
A8 – Coleman Ave. & I-880 NB Ramp / McKendrie St.
Existing 2023 25.7 C - - 21.1 C 14.2 B
Average Trucks 2023 26.0 C - - 21.2 C 14.5 B
Peak Trucks 2023 26.5 C - - 21.3 C 15.1 B
Background 2024 25.9 C - - 24.8 C 16.2 B
Average Trucks 2024 25.1 C - - 25.7 C 17.2 B
Peak Trucks 2024 26.5 C - - 23.4 C 18.4 B
A9 – Coleman Ave. & Hedding St.
Existing 2023 37.0 D - - 28.5 C 22.2 C
Average Trucks 2023 37.0 D - - 28.5 C 22.2 C
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
Intersection and
Scenario
AM Peak Weekday
Mid-day PM Peak WeekendMid-day
Int.
Delay
(Sec)
HCM
Int.
LOS
Int.
Delay
(Sec)
HCM
Int.
LOS
Int.
Delay
(Sec)
HCM
Int.
LOS
Int.
Delay
(Sec)
HCM
Int.
LOS
Peak Trucks 2023 37.0 D - - 28.5 C 22.2 C
Background 2024 36.6 D - - 44.7 D 23.1 C
Average Trucks 2024 36.6 D - - 44.7 D 23.1 C
Peak Trucks 2024 41.2 D - - 29.1 C 23.1 C
A10 (New) – Costco Driveway & Brokaw Rd.1
Existing 2023 (Unsig) 4.6 A 9.7 A 9.8 A 11.1 A
Average Trucks 2023
(10%) - - - - - - 11.2 A
Average Trucks 2023
(25%) 4.6 A 9.8 A 9.9 A 11.3 B
Peak Trucks 2023 4.5 A 10.0 A 10.1 A 11.7 B
Background 2024 (Sig) 19.4 B 54.5 D 47.0 D 64.6 E
Average Trucks 2024
(10%) - - - - - - 67.7 E
Average Trucks 2024
(25%) 19.4 B 68.0 E 47.3 D 72.4 E
Peak Trucks 2024 26.2 C 84.7 F 47.6 D 81.9 F
Notes:
1. No adaptive system at this intersection.
See Appendix D for detailed delay, LOS, and queuing results, as well as traffic volumes and supporting documentation.
A1 - Brokaw Rd. – For both the average and peak truck traffic conditions, the northbound left and eastbound right movements will see increased truck traffic. The project plans to assign 25 percent of the truck traffic to this intersection. The LOS is currently at a level D/F and is expected to improve to C/D/E once the Gateway Crossings mitigation improvements are implemented by mid2024.
An operational check was made to see if any short-term year 2023 improvements could help ease congestion at the intersection prior to the Gateway Crossings mitigation. Various elements were adjusted in a representative model to attempt to mitigate intersection delay. The cycle length, timing splits, split phasing, and even restriping eastbound Brokaw Rd. was looked at to see if the delay could be improved. Even with these changes, the LOS and delay was not projected to significantly improve. One other possibility may be for the City of Santa Clara to implement their traffic responsive system at this intersection to further fine-tune the signal timing until the Gateway CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
Crossings developer mitigation is in place. Also, the results shown in the table generally reflect the 25% truck traffic scenario.
A check of the 10% non-PayPal 2023 and 2024 Average Trucks operation for the weekend mid-day shows a slightly better LOS and delay than the 25% condition. The 10% Peak Trucks analysis was similar to the 25% Average Trucks condition.
A2 – Champions Way – This intersection will only see a slight increase in truck traffic for the north/south movements. The LOS is currently at a level A and is projected to remain at LOS A/B.
A3 – Aviation Ave. – This intersection will only see a slight increase in truck traffic for the north/south movements. The LOS is currently at a level A/B and is projected to remain at LOS B/C.
A4 – Earthquakes Way – This intersection will only see a slight increase in truck traffic for the north/south movements. The LOS is currently at a level A and is projected to remain at LOS A.
A5 – Newhall Dr. – For both the average and peak truck traffic conditions, the northbound through and left and the southbound through and eastbound right movements will see increased truck traffic. The project plans to assign 75 percent of the truck traffic to this intersection. The LOS is currently at a level B/C and is projected to remain at those levels.
A6 – Airport Blvd. – This intersection will only see a slight increase in truck traffic for the north/south movements. The LOS is currently at a level A/B and is projected to remain acceptable.
A7 – I-880 SB Ramp – This intersection will see a slight increase in truck traffic for the southbound through and westbound right movements. The westbound right is projected to see a slight increase in delay and queuing, which should be manageable by either making slight signal timing split adjustments, or by ensuring the traffic adaptive system makes appropriate automatic adjustments.
The City of San José can make signal timing split adjustments upon request. The Gateway Crossings traffic report also recommended striping changes at this intersection, which may further help mitigate the increase in delay and queuing. The LOS is currently at a level A/B/C and is projected to remain at an acceptable LOS A/B.
A8 – I-880 NB Ramp / McKendrie St. – This intersection will only see a slight increase in truck traffic for the southbound left movement. The LOS is currently at a level B/C and is projected to remain at LOS B/C.
A9 – Hedding St. – This intersection is outside of the proposed haul route, but was included due to its proximity and the effects that upstream operations may have on this intersection. The intersection LOS currently operates at level C/D and is projected to continue at those levels. The modeled signal timing was slightly adjusted for the 2024 conditions at this and other project intersections, and due to the increase in truck traffic in the southbound direction along Coleman Ave. there was a slight improvement in delay realized due to an increase in provided green time to accommodate the trucks. No impact is expected due to project hauling operations.
A10 – Costco & Brokaw – This intersection is currently stop controlled and operates at a LOS A/B.
As part of the Gateway Crossings project mitigation, a traffic signal is planned to be installed and activated no later than mid- 2024. This intersection will only see a slight increase in truck traffic for CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
the east and westbound movements. Although the modeling results show a degradation in operations with the traffic signal, future unknown signal timing settings were assumed and could be different resulting in improved operations based on field observations.
The results shown in the table generally reflect the 25% truck traffic scenario. A check of the 10% non-PayPal 2023 and 2024 Average Trucks operation for the weekend mid-day shows a slightly better LOS and delay than the 25% condition. The 10% Peak Trucks was similar to the 25% Average Trucks condition. KST will monitor the intersection due to project truck traffic and will work with the City of Santa Clara to maintain satisfactory operations. One other possibility may be for the City of Santa Clara to implement their traffic responsive system at this intersection to further fine-tune the signal timing.
All of the detailed analysis information can be found in Appendix D – Traffic Operation Data and Analysis.
3.5 CONCLUSIONS
Based on traffic operational analysis of the year 2023 and 2024 average and peak Early Works truck traffic, it is projected that there will be minimal impacts to the project area’s signalized intersections. Project signalized and unsignalized intersections may need to be observed on occasion, particularly during peak truck traffic times to ensure the existing signal timing can handle the added truck volume.
The intersections within City of San José should be able to accommodate the added truck volume since an adaptive traffic signal system is in operation. For intersections within City of Santa Clara (Coleman Ave & Brokaw Road and future signalized Brokaw Road & Costco Driveway), no adaptive system is in operation and the signal timing can be adjusted, if needed, to accommodate the truck volumes as demonstrated in this report.
Project staff will make periodic observations at the project area intersections, both signalized and unsignalized, to ensure acceptable operations continue. KST will schedule the observations before construction begins and will continue the observations approximately once every month and/or during peak truck volumes. KST will reach out to the cities’ staff a week before each observation so that the cities can participate in the observation, if desired.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
4.0 PUBLIC OPERATION AND BUS OPERATIONS
The existing transit services are shown in Figure 3.
4.1 BUS OPERATIONS
The existing bus route along the haul route is summarized in Table 9.
Table 9 - Existing Bus Route
Bus Route Route Description Nearest Stop Headway 1
Local Route 60 Milpitas BART to Winchester Station via
SJC Airport
Coleman/Brokaw;
Coleman/Earthquakes;
Coleman/Newhall
10 – 15 min
Notes:
1. Approximate headways during peak commute hours.
The existing bus operation is provided by VTA. The proposed construction activities are not expected to impact the existing bus operation. No rerouting is anticipated for the operation. No lane closures are anticipated on the bus route and a 12’ minimum lane width will be maintained at all times. There is no rapid bus service or Transit Signal Priority (TSP) on Coleman Ave. Services on El Camino Real or any other street in vicinity of the site will not be impacted.
4.2 RAIL TRANSIT OPERATIONS
Caltrain, Capitol Corridor and Altamont Corridor Express (ACE) operate rail transit services at existing Santa Clara Station. The existing transit operations will not be impacted by the construction. There is an existing pedestrian underpass connecting Santa Clara Station and Brokaw Road. The underpass and sidewalk will remain open during construction.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
Figure 3 - Existing Transit Operations
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
5.0 MAINTENANCE OF PROPERTY ACCESS
No property access is anticipated to be impacted at this time. There will be no lane closures or driveway closures and no truck queuing or staging outside of the West Portal site that impedes property access. The traffic operational analysis presented in Chapter 3.0 shows minimal impacts to the existing traffic. Special events and routine operations will be coordinated as described in Section 2.7 and 2.9.
Exhibit showing access to adjacent properties and their business hours, access for employees and customers, delivery and city services, and additional information, for those that were interviewed by VTA in 2021, is included in Appendix C. Also included is an exhibit showing driveway locations to all nearby properties; none of which will be impacted by the West Portal construction.
6.0 SCHOOL ZONE SAFETY PLAN
There are no existing school zones near the West Portal site and no impact is anticipated at this time. Adjacent schools include:
• Santa Clara University: 0.6 mi
• Scott Lane Elementary School: 1.7 mi
• Washington Elementary School: 0.9 mi
• Wilson High School: 1.5 mi
• Herbert Hoover Middle School: 1.3 mi
• Hester School: 1.4 mi
• Muwekma Ohlone Middle School: 1.6 mi
• Banchrodt Elementary School: 1.2 mi
All distances are measured from approximate center of the schools to the approximate center of the West Portal Site, and are straight line distances. None of the schools or school zones are located on the haul routes. See Figure 4 for the location of nearby schools.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
Figure 4 - Nearby Schools
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
7.0 EMERGENCY ACCESS AND RESPONSE
KST will comply with the Emergency Services Coordination Plan (ESCP), included as Appendix A of the Draft CTMP. Based on the ESCP, KST prepared the Emergency Vehicle Access Plan (EVAP) and Emergency Vehicle Response Plan (EVRP).
7.1 EMERGENCY VEHICLE ACCESS PLAN
Emergency vehicle access to all businesses and residences adjacent to the construction site will be maintained. Emergency service vehicles include:
• Emergency medical vehicles
• Utility maintenance vehicles for emergency purposes
• Fire protection vehicles
• Police vehicles
Table 10 below is KST’s emergency contact available 24 hours a day along with the 24-hour emergency hotline. The 24-hour hotline will be managed at all times. Once construction begins a safety representative will be on-site during construction hours.
Table 10 - KST Emergency Contact
Name Title Phone No. Email
Dennis Leonard Project Safety Manager (925) 809-4804 [email protected] Staffed 24-hr Emergency Hotline (408) 321-2345
No traffic lane reductions or detours are necessary for West Portal Early Works; if they become necessary, KST will update this plan and submit to VTA for approval at least 30 days prior to the lane reduction or detour.
Once construction begins, weekly updates will be provided to local emergency service providers in writing by Friday noon regarding emergency vehicle access through, around, and into the construction site for the following week; a copy of this weekly written information will also be provided to VTA prior to Friday noon every week. A kick-off meeting will be held with the emergency service providers, KST and VTA, and as necessary, monthly meetings will be held to ensure emergency service providers are made aware of any changes. A list of emergency service providers covering the West Portal site is included in Table 11; KST will request the emergency service providers to verify this information every week in the Friday update to ensure that they are up to date. See Figure 5 for emergency service areas.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
Table 11 - List of Emergency Contacts as of December 2022 No. Department Contact Name Phone Email
1 San José Police Captain
Jaime Jimenez
(408) 472-7747 [email protected]
2 San José Fire Chief
James Dobson
(Main Contact)
(408) 535-7794 [email protected]
3 San José Fire Captain Greg Tuyor (408) 535-7670 [email protected] 4 San José Fire Station 7
(West Portal Coverage)
Station Captain (408) 794-6907 N/A
5 Santa Clara Police Lieutenant
Cuong Phan
(408) 615-4767 [email protected]
6 Santa Clara Fire Fire Marshal
Jake Tomlin
(Main Contact)
(408) 615-4970 [email protected]
7 Santa Clara Fire Deputy Fire Chief
Jeremy Ray
(408) 615-4953 [email protected]
8 Santa Clara
Fire Station 1
(West Portal Coverage)
Fire Chief
Ruben Torres
(408) 615-4900
9 Santa Clara County
Sheriff
Captain David Lera (408) 321-7153 [email protected]
10 Regional Medical Center (408) 259-5000
11 Santa Clara County
Emergency Medical
Services (EMS)
Michael Cabano (408) 316-6682 [email protected] 12 American Medical
Response (AMR)
Mario Vargas (209) 420-4206 [email protected]
13 Royal Ambulance (877) 995-6161
14 O'Connor Hospital (408) 947-2500
7.1.1 Protocol for Unanticipated Changes
During unanticipated changes, such as detours due to emergency utility work, the change shall be immediately communicated to KST’s safety manager, who will communicate the change to local emergency providers. If required, flaggers will be positioned at the begin and end points of the detour route to communicate the change to emergency responders.
CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
Figure 5 - Emergency Service Area
7.2 EMERGENCY VEHICLE RESPONSE PLAN
Emergency access to the construction site will be maintained at all times. KST’s designated point of contact listed in Table 10 will be available 24 hours a day and responsible for communicating the location and type of incident to emergency responders and the Construction Safety and Security Manager.
Possible incidents include:
• Inadvertent traffic stoppages or delays
• Traffic accidents
• On-site emergencies
• Emergencies requiring police or emergency vehicles
For on-site emergencies, KST’s designated point of contact will notify local emergency provider depending on the type of incident. Individual KST employee or contractor is allowed to dial 9-1-1 in an emergency. They will be instructed to also notify KST’s designated point of contact after the 9-1- CTMP for West Portal Early Works Revision Number: 03 Date: 05/01/2023
1 call. KST’s designated point of contact will then follow up with local emergency providers and coordinate with other KST employee or contractor, such as guard posts at gates, to ensure emergency access.
All site roads are fire roads and will be suitable for emergency vehicle access. KST’s designated point of contact will coordinate with other KST parties to ensure that emergency access is not impeded during an emergency. Emergency vehicles will have the right-of-way on all site roads during an emergency.
8.0 CITY PERMIT REQUIREMENTS
BSVII Draft CTMP Appendix H and J contains permit requirements for City of San José and City of Santa Clara, respectively. KST has identified permits that pertains to the West Portal Early Works construction, which are highlighted in yellow and included in Appendix E of this CTMP.
9.0 LIST OF APPENDICES
Appendix A – Site Layout, Sequencing and Staging Plan
Appendix B – Traffic Control Plans
Appendix C – Access to Businesses and Properties
Appendix D – Traffic Operation Data and Analysis
Appendix E – City Permit Requirements
CTMP for West Portal Early Works Revision Number: 02 Date: 04/10/2023
APPENDIX A
SITE LAYOUT, SEQUENCING AND STAGING PLAN
CITY OF SAN JOSE CITY OF SANTA CLARA
BROKAW RD.
NEWHALL ST.
NEWHALL DR.
SNH/SNS
HIGH VOLTAGE SUBSTATION SNH (DESIGN BY OTHERS)
AC SWITCHGEAR (NIC)
SNH/SNS
STOCKTON AVE.
Cooling Tower Unit Substation
5100 [16'- 9 1/16"]
REBAR CAGE MONORAIL REBAR CAGE FEEDER OR CAROUSEL
REBAR CLOSING HYDRAULICALLY
REBAR CLOSING STATION
REBAR CAGE STATION QUALITY CHECKING STATION
COVER CLOSING HYDRAULICALLY
AUTOMATIC MOULD COVER
CONCRETING STATION
WAITING STATION
ROBOT SURFACE FINISHING STATION
COVER OPRNING & CLOSING HYDRAULICALLY MOULD CLEANING STATION CROSS TRANSFER 2 DEMOULDING STATION MOULD OPENING HYDRAULICALLY CROSS TRANSFER 1
PRE-STACKING AREA
TILTING TABLE EVACUATION LINE
REBAR CAGE MONORAIL TOOLS GLUE HARDWARE GLUE 40' 40'
SUPPLIES SUPPLIES 40'
5100 [16'-9 1/16"]
10' 40' QC STEAMER AIR COMP 40' 40'
40' BP OFFICE 10' PARTS BREAK ROOM
40'
SLURRIFIER/
STORAGE
PIG
VENT LINE STORAGE
INTERIOR CONCRETE BUILDOUT AREA
CRAWLER CRANE PAD
PRECAST PLANT
(DESIGN BY OTHERS)
AB GROUT PLANT
(DESIGN BY OTHERS)
LINEAR PLANT STAGING/STORAGE
SOIL CONDITIONER
STORAGE TANKS BACKUP GENERATOR
COMPRESSOR AIR
TANKS
(DESIGN BY OTHERS)
PARKING: 187 SPOTS
WATER
TREATMENT
PLANT
KST MV SUBSTATION
(DESIGN BY OTHERS) LINEAR PLANT STORAGE
TBM SEGMENT STORAGE
(DESIGN BY OTHERS)
GANTRY CRANE
(DESIGN BY OTHERS) GANTRY CRANE
(DESIGN BY OTHERS) DETENTION BASIN
FIELD OFFICES SOE TUNNEL (DESIGN BY OTHERS)
AT HOME STORE
SPRINT FACILITY
PAYPAL PARK
PAYPAL PARK
HUNTER STORM CONSTRUCTION
TAILGATE LOT
SPRINT
FACILITY MEDICAL LOCK RENTAL TBM DRUM &
SPARE STORAGE
GROUNDING
PADS
480V
DROP 2
SOE
CONTRACTOR
480V DROP 3
PCTL PLANT
(DESIGN BY OTHERS)
480V
DROP 1
OFFICES
WAREHOUSE
ELECTRICAL
SHOP
MECHANICAL
SHOP
TUNNEL
VENT FANS
(SIZE TBD)
MAINTENANCE
SHOP
DC SWITCHGEAR (NIC)
I-880
TBM SEGMENT STORAGE
(DESIGN BY OTHERS)
NEWHALL DR.
INTERIOR CONCRETE BUILDOUT AREA
(DESIGN BY OTHERS)
FIELD OFFICES (DESIGN BY OTHERS)
(DESIGN BY OTHERS) MUCK BIN
(DESIGN BY OTHERS) MUCK BIN
(DESIGN BY OTHERS)
N 1954412.33
E 6144967.27
N 1952298.64
E 6148195.96
N 1954480.77
E 6144680.16
N 1954842.27
E 6144127.97
N 1954580.67
E 6143926.56
N 1954005.64
E 6144812.63
N 1953848.41
E 6145006.83
N 1952081.48
E 6148032.77
N 1951738.37
E 6148324.14
N 1951702.12
E 6148282.34
VTA PROPERTY
CITY PROPERTY
UPRR PROPERTY
VTA PROPERTY
BAR SCALE
(1" = 30')
30' 15' 0 30' 60'
CONTRACT NO.
REV DATE BY CHK APP DESCRIPTION
DRAWN:
DESIGNED:
CHECKED:
APPROVED:
PAGE NO.
DRAWING FILE IDENTIFIER
SUITABILITY DESCRIPTION
SCALE AT D SIZE REV.
SUIT. CODE
SHEET NO.
DATE:
VTA'S BART SILICON VALLEY PHASE II
EXTENSION PROJECT N
---- 1"=30'
CT-E15111
ZW
AW
ABR
11/22/2022
JM
P0509_2-JMA-WPORT-XX-M2-CI-E15111
WEST PORTAL
SITE LAYOUT
LEGEND:
CONCRETE PAVEMENT
OR SLAB
ASPHALT PAVEMENT
AGGREGATE BASE
VTA RIGHT OF WAY
TOP OF DITCH
EASEMENT
FENCE/ GATE
TRACK CENTERLINE 0 11/11/22 ZW ABR JM 60% PROGRESS PRINT
APPROVED
APPROVED
JMA CIVIL INC.
KIEWIT SHEA TAYLOR JV
CITY OF SAN JOSE CITY OF SANTA CLARA
BROKAW RD.
NEWHALL ST.
NEWHALL DR.
SNH/SNS
HIGH VOLTAGE SUBSTATION SNH (DESIGN BY OTHERS)
AC SWITCHGEAR (NIC)
SNH/SNS
STOCKTON AVE.
Cooling Tower Unit Substation
5100 [16'- 9 1/16"]
REBAR CAGE MONORAIL REBAR CAGE FEEDER OR CAROUSEL
REBAR CLOSING HYDRAULICALLY
REBAR CLOSING STATION
REBAR CAGE STATION QUALITY CHECKING STATION
COVER CLOSING HYDRAULICALLY
AUTOMATIC MOULD COVER
CONCRETING STATION
WAITING STATION
ROBOT SURFACE FINISHING STATION
COVER OPRNING & CLOSING HYDRAULICALLY MOULD CLEANING STATION CROSS TRANSFER 2 DEMOULDING STATION MOULD OPENING HYDRAULICALLY CROSS TRANSFER 1
PRE-STACKING AREA
TILTING TABLE EVACUATION LINE
REBAR CAGE MONORAIL TOOLS GLUE HARDWARE GLUE 40' 40'
SUPPLIES SUPPLIES 40'
5100 [16'-9 1/16"]
10' 40' QC STEAMER AIR COMP 40' 40'
40' BP OFFICE 10' PARTS BREAK ROOM
40'
SLURRIFIER/
STORAGE
PIG
VENT LINE STORAGE
INTERIOR CONCRETE BUILDOUT AREA
CRAWLER CRANE PAD
PRECAST PLANT
(DESIGN BY OTHERS)
AB GROUT PLANT
(DESIGN BY OTHERS)
LINEAR PLANT STAGING/STORAGE
SOIL CONDITIONER
STORAGE TANKS BACKUP GENERATOR
COMPRESSOR AIR
TANKS
(DESIGN BY OTHERS)
PARKING: 187 SPOTS
WATER
TREATMENT
PLANT
KST MV SUBSTATION
(DESIGN BY OTHERS) LINEAR PLANT STORAGE
TBM SEGMENT STORAGE
(DESIGN BY OTHERS)
GANTRY CRANE
(DESIGN BY OTHERS) GANTRY CRANE
(DESIGN BY OTHERS) DETENTION BASIN
FIELD OFFICES SOE TUNNEL (DESIGN BY OTHERS)
AT HOME STORE
SPRINT FACILITY
PAYPAL PARK
PAYPAL PARK
HUNTER STORM CONSTRUCTION
TAILGATE LOT
SPRINT
FACILITY MEDICAL LOCK RENTAL TBM DRUM &
SPARE STORAGE
GROUNDING
PADS
480V
DROP 2
SOE
CONTRACTOR
480V DROP 3
PCTL PLANT
(DESIGN BY OTHERS)
480V
DROP 1
OFFICES
WAREHOUSE
ELECTRICAL
SHOP
MECHANICAL
SHOP
TUNNEL
VENT FANS
(SIZE TBD)
MAINTENANCE
SHOP
DC SWITCHGEAR (NIC)
I-880
TBM SEGMENT STORAGE
(DESIGN BY OTHERS)
NEWHALL DR.
INTERIOR CONCRETE BUILDOUT AREA
(DESIGN BY OTHERS)
FIELD OFFICES (DESIGN BY OTHERS)
(DESIGN BY OTHERS) MUCK BIN
(DESIGN BY OTHERS) MUCK BIN
(DESIGN BY OTHERS)
N 1954412.33
E 6144967.27
N 1952298.64
E 6148195.96
N 1954480.77
E 6144680.16
N 1954842.27
E 6144127.97
N 1954580.67
E 6143926.56
N 1954005.64
E 6144812.63
N 1953848.41
E 6145006.83
N 1952081.48
E 6148032.77
N 1951738.37
E 6148324.14
N 1951702.12
E 6148282.34
VTA PROPERTY
CITY PROPERTY
UPRR PROPERTY
VTA PROPERTY
BAR SCALE
(1" = 30')
30' 15' 0 30' 60'
CONTRACT NO.
REV DATE BY CHK APP DESCRIPTION
DRAWN:
DESIGNED:
CHECKED:
APPROVED:
PAGE NO.
DRAWING FILE IDENTIFIER
SUITABILITY DESCRIPTION
SCALE AT D SIZE REV.
SUIT. CODE
SHEET NO.
DATE:
VTA'S BART SILICON VALLEY PHASE II
EXTENSION PROJECT N
---- 1"=30'
CT-E15111
ZW
AW
ABR
11/22/2022
JM
P0509_2-JMA-WPORT-XX-M2-CI-E15111
WEST PORTAL
SITE LAYOUT
LEGEND:
CONCRETE PAVEMENT
OR SLAB
ASPHALT PAVEMENT
AGGREGATE BASE
VTA RIGHT OF WAY
TOP OF DITCH
EASEMENT
FENCE/ GATE
TRACK CENTERLINE 0 11/11/22 ZW ABR JM 60% PROGRESS PRINT
APPROVED
APPROVED
JMA CIVIL INC.
KIEWIT SHEA TAYLOR JV
CITY OF SAN JOSE CITY OF SANTA CLARA
BROKAW RD.
NEWHALL ST.
NEWHALL DR.
SNH/SNS
HIGH VOLTAGE SUBSTATION SNH (DESIGN BY OTHERS)
AC SWITCHGEAR (NIC)
SNH/SNS
STOCKTON AVE.
Cooling Tower Unit Substation
5100 [16'- 9 1/16"]
REBAR CAGE MONORAIL REBAR CAGE FEEDER OR CAROUSEL
REBAR CLOSING HYDRAULICALLY
REBAR CLOSING STATION
REBAR CAGE STATION QUALITY CHECKING STATION
COVER CLOSING HYDRAULICALLY
AUTOMATIC MOULD COVER
CONCRETING STATION
WAITING STATION
ROBOT SURFACE FINISHING STATION
COVER OPRNING & CLOSING HYDRAULICALLY MOULD CLEANING STATION CROSS TRANSFER 2 DEMOULDING STATION MOULD OPENING HYDRAULICALLY CROSS TRANSFER 1
PRE-STACKING AREA
TILTING TABLE EVACUATION LINE
REBAR CAGE MONORAIL TOOLS GLUE HARDWARE GLUE 40' 40'
SUPPLIES SUPPLIES 40'
5100 [16'-9 1/16"]
10' 40' QC STEAMER AIR COMP 40' 40'
40' BP OFFICE 10' PARTS BREAK ROOM
40'
SLURRIFIER/
STORAGE
PIG
VENT LINE STORAGE
INTERIOR CONCRETE BUILDOUT AREA
CRAWLER CRANE PAD
PRECAST PLANT
(DESIGN BY OTHERS)
AB GROUT PLANT
(DESIGN BY OTHERS)
LINEAR PLANT STAGING/STORAGE
SOIL CONDITIONER
STORAGE TANKS BACKUP GENERATOR
COMPRESSOR AIR
TANKS
(DESIGN BY OTHERS)
PARKING: 187 SPOTS
WATER
TREATMENT
PLANT
KST MV SUBSTATION
(DESIGN BY OTHERS) LINEAR PLANT STORAGE
TBM SEGMENT STORAGE
(DESIGN BY OTHERS)
GANTRY CRANE
(DESIGN BY OTHERS) GANTRY CRANE
(DESIGN BY OTHERS) DETENTION BASIN
FIELD OFFICES SOE TUNNEL (DESIGN BY OTHERS)
AT HOME STORE
SPRINT FACILITY
PAYPAL PARK
PAYPAL PARK
HUNTER STORM CONSTRUCTION
TAILGATE LOT
SPRINT
FACILITY MEDICAL LOCK RENTAL TBM DRUM &
SPARE STORAGE
GROUNDING
PADS
480V
DROP 2
SOE
CONTRACTOR
480V DROP 3
PCTL PLANT
(DESIGN BY OTHERS)
480V
DROP 1
OFFICES
WAREHOUSE
ELECTRICAL
SHOP
MECHANICAL
SHOP
TUNNEL
VENT FANS
(SIZE TBD)
MAINTENANCE
SHOP
DC SWITCHGEAR (NIC)
I-880
TBM SEGMENT STORAGE
(DESIGN BY OTHERS)
NEWHALL DR.
INTERIOR CONCRETE BUILDOUT AREA
(DESIGN BY OTHERS)
FIELD OFFICES (DESIGN BY OTHERS)
(DESIGN BY OTHERS) MUCK BIN
(DESIGN BY OTHERS) MUCK BIN
(DESIGN BY OTHERS)
N 1954412.33
E 6144967.27
N 1952298.64
E 6148195.96
N 1954480.77
E 6144680.16
N 1954842.27
E 6144127.97
N 1954580.67
E 6143926.56
N 1954005.64
E 6144812.63
N 1953848.41
E 6145006.83
N 1952081.48
E 6148032.77
N 1951738.37
E 6148324.14
N 1951702.12
E 6148282.34
VTA PROPERTY
CITY PROPERTY
UPRR PROPERTY
VTA PROPERTY
BAR SCALE
(1" = 30')
30' 15' 0 30' 60'
CONTRACT NO.
REV DATE BY CHK APP DESCRIPTION
DRAWN:
DESIGNED:
CHECKED:
APPROVED:
PAGE NO.
DRAWING FILE IDENTIFIER
SUITABILITY DESCRIPTION
SCALE AT D SIZE REV.
SUIT. CODE
SHEET NO.
DATE:
VTA'S BART SILICON VALLEY PHASE II
EXTENSION PROJECT N
---- 1"=30'
CT-E15111
ZW
AW
ABR
11/22/2022
JM
P0509_2-JMA-WPORT-XX-M2-CI-E15111
WEST PORTAL
SITE LAYOUT
LEGEND:
CONCRETE PAVEMENT
OR SLAB
ASPHALT PAVEMENT
AGGREGATE BASE
VTA RIGHT OF WAY
TOP OF DITCH
EASEMENT
FENCE/ GATE
TRACK CENTERLINE 0 11/11/22 ZW ABR JM 60% PROGRESS PRINT
APPROVED
APPROVED
JMA CIVIL INC.
KIEWIT SHEA TAYLOR JV
CITY OF SAN JOSE CITY OF SANTA CLARA
BROKAW RD.
NEWHALL ST.
NEWHALL DR.
SNH/SNS
HIGH VOLTAGE SUBSTATION SNH (DESIGN BY OTHERS)
AC SWITCHGEAR (NIC)
SNH/SNS
STOCKTON AVE.
Cooling Tower Unit Substation
5100 [16'- 9 1/16"]
REBAR CAGE MONORAIL REBAR CAGE FEEDER OR CAROUSEL
REBAR CLOSING HYDRAULICALLY
REBAR CLOSING STATION
REBAR CAGE STATION QUALITY CHECKING STATION
COVER CLOSING HYDRAULICALLY
AUTOMATIC MOULD COVER
CONCRETING STATION
WAITING STATION
ROBOT SURFACE FINISHING STATION
COVER OPRNING & CLOSING HYDRAULICALLY MOULD CLEANING STATION CROSS TRANSFER 2 DEMOULDING STATION MOULD OPENING HYDRAULICALLY CROSS TRANSFER 1
PRE-STACKING AREA
TILTING TABLE EVACUATION LINE
REBAR CAGE MONORAIL TOOLS GLUE HARDWARE GLUE 40' 40'
SUPPLIES SUPPLIES 40'
5100 [16'-9 1/16"]
10' 40' QC STEAMER AIR COMP 40' 40'
40' BP OFFICE 10' PARTS BREAK ROOM
40'
SLURRIFIER/
STORAGE
PIG
VENT LINE STORAGE
INTERIOR CONCRETE BUILDOUT AREA
CRAWLER CRANE PAD
PRECAST PLANT
(DESIGN BY OTHERS)
AB GROUT PLANT
(DESIGN BY OTHERS)
LINEAR PLANT STAGING/STORAGE
SOIL CONDITIONER
STORAGE TANKS BACKUP GENERATOR
COMPRESSOR AIR
TANKS
(DESIGN BY OTHERS)
PARKING: 187 SPOTS
WATER
TREATMENT
PLANT
KST MV SUBSTATION
(DESIGN BY OTHERS) LINEAR PLANT STORAGE
TBM SEGMENT STORAGE
(DESIGN BY OTHERS)
GANTRY CRANE
(DESIGN BY OTHERS) GANTRY CRANE
(DESIGN BY OTHERS) DETENTION BASIN
FIELD OFFICES SOE TUNNEL (DESIGN BY OTHERS)
AT HOME STORE
SPRINT FACILITY
PAYPAL PARK
PAYPAL PARK
HUNTER STORM CONSTRUCTION
TAILGATE LOT
SPRINT
FACILITY MEDICAL LOCK RENTAL TBM DRUM &
SPARE STORAGE
GROUNDING
PADS
480V
DROP 2
SOE
CONTRACTOR
480V DROP 3
PCTL PLANT
(DESIGN BY OTHERS)
480V
DROP 1
OFFICES
WAREHOUSE
ELECTRICAL
SHOP
MECHANICAL
SHOP
TUNNEL
VENT FANS
(SIZE TBD)
MAINTENANCE
SHOP
DC SWITCHGEAR (NIC)
I-880
TBM SEGMENT STORAGE
(DESIGN BY OTHERS)
NEWHALL DR.
INTERIOR CONCRETE BUILDOUT AREA
(DESIGN BY OTHERS)
FIELD OFFICES (DESIGN BY OTHERS)
(DESIGN BY OTHERS) MUCK BIN
(DESIGN BY OTHERS) MUCK BIN
(DESIGN BY OTHERS)
N 1954412.33
E 6144967.27
N 1952298.64
E 6148195.96
N 1954480.77
E 6144680.16
N 1954842.27
E 6144127.97
N 1954580.67
E 6143926.56
N 1954005.64
E 6144812.63
N 1953848.41
E 6145006.83
N 1952081.48
E 6148032.77
N 1951738.37
E 6148324.14
N 1951702.12
E 6148282.34
VTA PROPERTY
CITY PROPERTY
UPRR PROPERTY
VTA PROPERTY
BAR SCALE
(1" = 30')
30' 15' 0 30' 60'
CONTRACT NO.
REV DATE BY CHK APP DESCRIPTION
DRAWN:
DESIGNED:
CHECKED:
APPROVED:
PAGE NO.
DRAWING FILE IDENTIFIER
SUITABILITY DESCRIPTION
SCALE AT D SIZE REV.
SUIT. CODE
SHEET NO.
DATE:
VTA'S BART SILICON VALLEY PHASE II
EXTENSION PROJECT N
---- 1"=30'
CT-E15111
ZW
AW
ABR
11/22/2022
JM
P0509_2-JMA-WPORT-XX-M2-CI-E15111
WEST PORTAL
SITE LAYOUT
LEGEND:
CONCRETE PAVEMENT
OR SLAB
ASPHALT PAVEMENT
AGGREGATE BASE
VTA RIGHT OF WAY
TOP OF DITCH
EASEMENT
FENCE/ GATE
TRACK CENTERLINE 0 11/11/22 ZW ABR JM 60% PROGRESS PRINT
APPROVED
APPROVED
JMA CIVIL INC.
KIEWIT SHEA TAYLOR JV
CTMP for West Portal Early Works Revision Number: 02 Date: 04/10/2023
APPENDIX B
TRAFFIC CONTROL PLANS
CITY OF SAN JOSE CITY OF SANTA CLARA
BROKAW RD.
NEWHALL ST.
NEWHALL DR.
SNH/SNS
HIGH VOLTAGE SUBSTATION SNH (DESIGN BY OTHERS)
AC SWITCHGEAR (NIC)
SNH/SNS
STOCKTON AVE.
Cooling Tower Unit Substation
5100 [16'- 9 1/16"]
REBAR CAGE MONORAIL REBAR CAGE FEEDER OR CAROUSEL
REBAR CLOSING HYDRAULICALLY
REBAR CLOSING STATION
REBAR CAGE STATION QUALITY CHECKING STATION
COVER CLOSING HYDRAULICALLY
AUTOMATIC MOULD COVER
CONCRETING STATION
WAITING STATION
ROBOT SURFACE FINISHING STATION
COVER OPRNING & CLOSING HYDRAULICALLY MOULD CLEANING STATION CROSS TRANSFER 2 DEMOULDING STATION MOULD OPENING HYDRAULICALLY CROSS TRANSFER 1
PRE-STACKING AREA
TILTING TABLE EVACUATION LINE
REBAR CAGE MONORAIL TOOLS GLUE HARDWARE GLUE 40' 40'
SUPPLIES SUPPLIES 40'
5100 [16'-9 1/16"]
10' 40' QC STEAMER AIR COMP 40' 40'
40' BP OFFICE 10' PARTS BREAK ROOM
40'
SLURRIFIER/
STORAGE
PIG
VENT LINE STORAGE
INTERIOR CONCRETE BUILDOUT AREA
CRAWLER CRANE PAD
PRECAST PLANT
(DESIGN BY OTHERS)
AB GROUT PLANT
(DESIGN BY OTHERS)
LINEAR PLANT STAGING/STORAGE
SOIL CONDITIONER
STORAGE TANKS BACKUP GENERATOR
COMPRESSOR AIR
TANKS
(DESIGN BY OTHERS)
PARKING: 187 SPOTS
WATER
TREATMENT
PLANT
KST MV SUBSTATION
(DESIGN BY OTHERS) LINEAR PLANT STORAGE
TBM SEGMENT STORAGE
(DESIGN BY OTHERS)
GANTRY CRANE
(DESIGN BY OTHERS) GANTRY CRANE
(DESIGN BY OTHERS) DETENTION BASIN
FIELD OFFICES SOE TUNNEL (DESIGN BY OTHERS)
AT HOME STORE
SPRINT FACILITY
PAYPAL PARK
PAYPAL PARK
HUNTER STORM CONSTRUCTION
TAILGATE LOT
SPRINT
FACILITY MEDICAL LOCK RENTAL TBM DRUM &
SPARE STORAGE
GROUNDING
PADS
480V
DROP 2
SOE
CONTRACTOR
480V DROP 3
PCTL PLANT
(DESIGN BY OTHERS)
480V
DROP 1
OFFICES
WAREHOUSE
ELECTRICAL
SHOP
MECHANICAL
SHOP
TUNNEL
VENT FANS
(SIZE TBD)
MAINTENANCE
SHOP
DC SWITCHGEAR (NIC)
I-880
TBM SEGMENT STORAGE
(DESIGN BY OTHERS)
NEWHALL DR.
INTERIOR CONCRETE BUILDOUT AREA
(DESIGN BY OTHERS)
FIELD OFFICES (DESIGN BY OTHERS)
(DESIGN BY OTHERS) MUCK BIN
(DESIGN BY OTHERS) MUCK BIN
(DESIGN BY OTHERS)
N 1954412.33
E 6144967.27
N 1952298.64
E 6148195.96
N 1954480.77
E 6144680.16
N 1954842.27
E 6144127.97
N 1954580.67
E 6143926.56
N 1954005.64
E 6144812.63
N 1953848.41
E 6145006.83
N 1952081.48
E 6148032.77
N 1951738.37
E 6148324.14
N 1951702.12
E 6148282.34
VTA PROPERTY
CITY PROPERTY
UPRR PROPERTY
VTA PROPERTY NEWHALL DR.
BAR SCALE
(1" = 30')
30' 15' 0 30' 60'
CONTRACT NO.
REV DATE BY CHK APP DESCRIPTION
DRAWN:
DESIGNED:
CHECKED:
APPROVED:
PAGE NO.
DRAWING FILE IDENTIFIER
SUITABILITY DESCRIPTION
SCALE AT D SIZE REV.
SUIT. CODE
SHEET NO.
DATE:
VTA'S BART SILICON VALLEY PHASE II
EXTENSION PROJECT N
---- 1"=30'
CT-E15111
ZW
AW
ABR
11/22/2022
JM
P0509_2-JMA-WPORT-XX-M2-CI-E15111
WEST PORTAL
SITE LAYOUT
LEGEND:
CONCRETE PAVEMENT
OR SLAB
ASPHALT PAVEMENT
AGGREGATE BASE
VTA RIGHT OF WAY
TOP OF DITCH
EASEMENT
FENCE/ GATE
TRACK CENTERLINE 0 11/11/22 ZW ABR JM 60% PROGRESS PRINT
APPROVED
APPROVED
JMA CIVIL INC.
KIEWIT SHEA TAYLOR JV
CTMP for West Portal Early Works Revision Number: 02 Date: 04/10/2023
APPENDIX C
ACCESS TO BUSINESSES AND PROPERTIES
CTMP for West Portal Early Works Revision Number: 02 Date: 04/DD/2023 Page i
Table of Contents
1.0 INTRODUCTION....................................................................................................C-1
2.0 GENERAL INFORMATION ....................................................................................C-2
2.1 Hours of Operations...............................................................................................C-2
2.2 Busiest Time of Day...............................................................................................C-2
2.3 Written and Spoken Languages and Accommodations Needed.............................C-2
2.4 Number of Employees and Visitor..........................................................................C-2
2.5 Renovations and Expansions.................................................................................C-3
3.0 ACCESS FOR EMPLOYEES AND CUSTOMERS.................................................C-3
3.1 Access for Employees and Customers...................................................................C-3
3.2 Arrival Times – Weekdays .....................................................................................C-3
3.3 Arrival Times – Weekends .....................................................................................C-3
4.0 SPECIAL EVENTS AND ROUTINE OPERATION .................................................C-3
5.0 DELIVERY AND CITY SERVICES.........................................................................C-3
5.1 Trash .....................................................................................................................C-3
5.2 Mail........................................................................................................................C-4
5.3 Deliveries...............................................................................................................C-4
5.4 Loading and Unloading ..........................................................................................C-4
6.0 ADDITIONAL INFORMATION PROVIDED ............................................................C-4
7.0 INDIVIDUAL INTERVIEW DOCUMENTATION......................................................C-4
8.0 SPRINT FACILITY ACCESS..................................................................................C-4 CTMP for West Portal Early Works Revision Number: 02 Date: 04/DD/2023 Page C-1
1.0 INTRODUCTION
This attachment summarizes local business information and access needs by topic, specifically for the area of West Portal. The information is extracted from the BSVII Draft CTMP Appendix B – Summary of Access and Service Needs Memorandum, dated 12/15/2020 and 1/21/2021, with additional verification and supplementation from December 2022.
This attachment only summarizes key businesses and facilities near the West Portal site and is not an exhaustive list. However, KST has reviewed all property access near the site, as presented in the attached Property Access Exhibit, and will ensure that no property access is impacted for the Early Works, even if the property is not included in this appendix. See the table below for a summary of key businesses and facilities included in this appendix.
Table 1 - Key Businesses and Facilities
No. Name Type Impact Business
Hours
Address Contact Phone Email
1 Apple Research and
Development
N 6 am to 6 pm 335 Brokaw
Road, Santa
Clara, CA
95050
John
Rickard III
650-208-4081 [email protected]
2 New Eden
Spa
Salon/Personal
Services
N 10 am to 9 pm 1335 Coleman
Avenue, Santa
Clara, CA
95050
Antion
Zhu
408-320-2878 [email protected]
3 PayPal
Park
Stadium N 8 am to 9 pm 1123 Coleman
Avenue, San
José, CA
95110
Luke De
Vogelaere
408-556-7742
650-804-9031
ldevogelaere
@sjearthquakes.com
4 Santa
Clara
University
School N 6 am to 9 pm
(Weekday)
Residents
remaining on
campus through
the weekend
500 El Camino
Real, Santa
Clara, CA
95053
Chris
Shay
408-551-1606 [email protected]
5 Costco
Wholesale
Retailer N 9 am to 8:30 pm
(Weekday)
9 am to 7 pm
(Weekend)
1601 Coleman
Avenue, Santa
Clara, CA
95050
Javier
Zuniga
408-567-9000
Ext. 1
N/A
6 Coleman
Highline
Office
Development
N 7 am to 6 pm
(Weekday)
Mostly closed on
weekends
West of
Coleman Ave
between
Champions
Way and
Earthquakes
Way
Todd
Trekell
408-200-8904 todd
@hunterproperties.com
CTMP for West Portal Early Works Revision Number: 02 Date: 04/DD/2023 Page C-2
2.0 GENERAL INFORMATION
2.1 HOURS OF OPERATIONS
Below are the hours of operations for local businesses and facilities as of December 2022. • Apple: 6 a.m. to 6 p.m.
• New Eden Spa: 10 a.m. to 9 p.m.
• Costco Wholesale:
o Weekday: 9 a.m. to 8:30 p.m.
o Weekend: 9 a.m. to 7 p.m.
• PayPal Park:
o 8 a.m. to 9 p.m.
o Pre-event setup approximately 8 to 10 hours
o Attendees’ arrival is 4 to 5 hours prior to start time • Coleman Highline:
o Weekday: 7 a.m. to 6 p.m. for the majority of the facility • Santa Clara University (14,000 students and 2,000 staff/faculty):
o Weekday: 6 a.m. to 9 p.m.
o Residents remaining on campus through the weekend
2.2 BUSIEST TIME OF DAY
Below are the busiest times of day for local businesses and facilities. • Apple: Weekday morning before 12 p.m.
• New Eden Spa: Weekday afternoon between 12 p.m. and 5 p.m. • Costco Wholesale: Busy all-day
• PayPal Park:
o Weekday: Evening after 5 p.m. kick-off time
o Weekend: Afternoon kick-off at 12 p.m. and evening after 5 p.m. • Coleman Highline: Weekday morning from 9 a.m. to 12 p.m.
2.3 WRITTEN AND SPOKEN LANGUAGES AND ACCOMMODATIONS
NEEDED
Below are written and spoken languages commonly used by the local businesses’ employees and customers besides English, and any special accommodations needed. • New Eden Spa: Mandarin
• Costco Wholesale: Spanish
• PayPal Park: Spanish
2.4 NUMBER OF EMPLOYEES AND VISITOR
• Coleman Highline: At least 2,900 employees when the Verizon construction is completed in December 2021; approximately 100 to 150 daily visitors
CTMP for West Portal Early Works Revision Number: 02 Date: 04/DD/2023 Page C-3
2.5 RENOVATIONS AND EXPANSIONS
Below are businesses that might conduct renovations/expansions in the next 2 to 10 years. • PayPal Park: Plan to conduct major renovation in conjunction with the Coleman Highline construction • Coleman Highline: Additional construction of the development through December 2021 (Verizon); Phase 4 (between Verizon and Aviation Ave) 300,000 SF to be completed once a tenant is obtained with estimated construction start of 2023.
3.0 ACCESS FOR EMPLOYEES AND CUSTOMERS
3.1 ACCESS FOR EMPLOYEES AND CUSTOMERS
Businesses near the West Portal area noted that most of their employees and customers will access the properties by driving. The majority will park in the businesses’ owned parking lot or a shared parking lot, including PayPal Park. Downtown locations are more likely to have parking on the street nearby or parking garages.
For schools, there are no schools currently using school buses. At least half of the staff and faculty regularly drive, most parking in on-site school parking lots. Santa Clara University provides residential parking lots and commuter parking garages for staff, faculty and students. Most students live on or near campus and can walk to classes.
3.2 ARRIVAL TIMES – WEEKDAYS
At most locations, employees and customers tends to arrive before 12 p.m. on weekdays. See below for additional details.
• PayPal Park: 8 to 10 hours in advance of events, as early as 9 a.m. • Coleman Highline: 7 a.m. to 9 a.m.
• Santa Clara University:
o Staff/students arrive 7 a.m. to 9 a.m.
o Staff/students leave 3:30 p.m. to 5 p.m.
o Graduate students arrive 4 p.m. to 6 p.m. for night classes
3.3 ARRIVAL TIMES – WEEKENDS
At most locations, facilities will be closed on weekends with no arrivals. Notable businesses open on weekends near West Portal include PayPal Park and Costco Wholesale. See below for additional details. • PayPal Park: 8 to 10 hours in advance of events, as early as 9 a.m.
4.0 SPECIAL EVENTS AND ROUTINE OPERATION
PayPal Park will host events throughout the year, which will be considered and coordinated as routine operation.
5.0 DELIVERY AND CITY SERVICES
5.1 TRASH
• Costco Wholesale: Everyday between 6 a.m. and 7 a.m.
CTMP for West Portal Early Works Revision Number: 02 Date: 04/DD/2023 Page C-4
• PayPal Park: Based on events; no regular hours
• Coleman Highline: Early mornings; specific days are unknown
5.2 MAIL
• Coleman Highline: 8 a.m. to 12 p.m.
5.3 DELIVERIES
• Costco Wholesale: 3 to 4 trucks from 3 a.m. to 6 a.m., 2 trucks from 8 a.m. to 10 a.m., and 2 trucks from 4 p.m. to 6 p.m.
5.4 LOADING AND UNLOADING
• Apple: Several times a week, a loading dock
• New Eden Spa: Not required, FedEx/UPS Deliveries in the parking lot take 1 to 10 minutes each • Costco Wholesale: Multiple times a day from 8 a.m. to 12 p.m., has a loading dock, 1 to 10 minutes per delivery
• PayPal Park: Has a loading dock behind the stadium and passenger pick up and drop off is currently at the intersection at Coleman with post COVID plans to reevaluate location. No deliveries take place during events but do receive bulk deliveries several times a week and smaller FedEx/UPS deliveries daily from 8 a.m. to 3 p.m.
• Coleman Highline: Multiple times a day, typically from 8 a.m. to 12 p.m. with a varied time per delivery. Loading docks are available in Buildings 1, 2 (Brandley), 3, and 4 (Aviation Ave).
Depending on direction of arrival, the delivery vehicles would need to make a left turn into the main campus, but not directly to the loading dock
• Santa Clara University: Once a day in the shipping & receiving area loading dock at the dinning hall (opposite side of campus from transit center)
6.0 ADDITIONAL INFORMATION PROVIDED
• Apple: Testing lab on site. Apple will internally confirm whether they will be impacted by vibrations due to the tunnel boring machine, but it is unlikely as the West Portal is far from the Apple site. • PayPal Park: Requested that the TPMP be reviewed and continue to coordinate with the Coleman Highline development.
• Santa Clara University: Expressed concerns about the main gate at El Camino Real and Palm Drive.
The West Portal Early Works will not affect the main entrance as trucks will not be routed through El Camino Real.
7.0 INDIVIDUAL INTERVIEW DOCUMENTATION
Individual interview documentation and applicable attachments from the BSVII Draft CTMP Appendix B – Summary of Access and Service Needs Memorandum, dated 12/15/2020 and 1/21/2021, for businesses and facilities near the West Portal site, are attached to this appendix.
8.0 SPRINT FACILITY ACCESS
There is an existing Sprint fiber optics facility, located at 801 Newhall Drive, as well as an existing fiber optic line at the West Portal site operated by Sprint. The existing fiber optic line is proposed to be relocated, but remaining within the West Portal site. KST has been noted that Sprint has an easement for CTMP for West Portal Early Works Revision Number: 02 Date: 04/DD/2023 Page C-5
accessing their facilities and fiber optic lines through the VTA-owned West Portal site. KST is in coordination with VTA and Sprint to ensure that their access will not be impacted by the construction activities at West Portal.
SCALE: DATE: 383 4th Street, Ste. 201 Oakland, CA 94607 T: 925.400.4356 www.jmacivil.com Cities of San Jose and Santa Clara NEWHALL YARD
ATTACHMENT C
PROPERTY ACCESS EXHIBIT AS NOTED 12/05/2022
SCALE: DATE: 383 4th Street, Ste. 201 Oakland, CA 94607 T: 925.400.4356 www.jmacivil.com Cities of San Jose and Santa Clara NEWHALL YARD
ATTACHMENT C
PROPERTY ACCESS EXHIBIT AS NOTED 12/05/2022
1 Date: 11/30/20 @ 15:52pm
Organization: Apple
Type of Organization: Research and Development
Attendees: Rod Diridon, John Rickard III, Monica F., Erica R.
Project Area: Santa Clara
Address: 335 Brokaw Road, Santa Clara, CA 95050
Main Point of Contact
Name: John Rickard III
Phone Number: 650-208-4081
Email Address: [email protected]
------------------------------------------------------------------------------------------------------------------------------ Question Letter
Answer Comments
1. Are you this business or organization’s
owner or manager?
a. Yes
b. No
A
2. Has your business, organization, or
institution made any operational or access
changes due to Santa Clara County Public
Health orders due to COVID-19 (e.g. offer
outdoor seating, outdoor retail or services,
added a virtual storefront, created pick-up
area, increased customer delivery)? If yes,
please describe..
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer /
Not applicable
C
3. What are your hours of operation?
(i.e. M-F 8 am – 5 pm)
6am to 6 pm
4. Please select your typically busiest times:
a. Weekday Morning (before 12 Noon)
b. Weekday Afternoon (between 12
Noon and 5 p.m.)
c. Weekday Evening (after 5 p.m.)
d. Weekend Morning (before 12
Noon)
e. Weekend Afternoon (between 12
Noon and 5 p.m.)
f. Weekend Evening (after 5 p.m.)
g. Not sure / Prefer not to answer /
Not applicable
Weekday Morning (before 12
Noon)
8:30 am to 10 am
2 Question Letter
Answer Comments
5. What language(s) is(are) spoken and/or
written by you, your employees, and your
customers (including advertising and
reading technical documents, such as legal
or financial documents)?
a. English
b. Spanish / Español
c. Portuguese / Português
d. Mandarin / 漢語
e. Cantonese / 粵語
f. Vietnamese / Tiếng Việt
g. Tagalog
h. Other (please specify)
A
6. Approximately how many employees or
volunteers do you have?
a. 1
b. 2-9
c. 10-35
d. 36-50
e. 51+
O Average 60
7. Approximately how many people a day
typically visit your business or
organization?
a. Fewer than 50
b. 50-99
c. 100-249
d. 250 or more
e. Not sure / Prefer not to answer /
Not applicable
A 5 people a week as vendors;
landscaping and building
services
8. Do you intend to move premises within the
next two years?
a. Yes
b. No
B
The following questions are about how your employees, volunteers, customers, students, and visitors access your business, organization, or institution.
Question Letter
Answer Comments
9. Do they have access to transit, such as
buses or light rail, at your location?
a. Yes
b. No
c. Not sure / Prefer not to answer
A
3 Question Letter
Answer Comments
10. How many of them regularly drive to your
business, organization, or institution?
a. None
b. Few than half
c. About half
d. More than half
e. All
f. Not sure / Prefer not to answer /
Not applicable
D
11. If they drive, where do they typically park?
a. Owned parking lot
b. Shared parking lot
c. Street parking nearby
d. Street parking in surrounding
neighborhood
e. Not sure/ Prefer not to answer /
Not applicable
A There is the option to have an
Apple shuttle from a campus,
but not typical for this site.
Owned parking lot
12. If applicable, please provide the address
or approximate location of any shared
parking lot or garage.
No response
13. What time of day do they typically arrive?
(Check all that apply)
a. Weekday Morning (before 12
Noon)
b. Weekday Afternoon (between 12
Noon and 5 p.m.)
c. Weekday Evening (after 5 p.m.)
d. Weekend Morning (before 12
Noon)
e. Weekend Afternoon (between 12
Noon and 5 p.m.)
f. Weekend Evening (after 5 p.m.)
g. Not sure / Prefer not to answer /
Not applicable
A
14. Does your business, organization, or
institution host regular or occasional
special events? Examples include
promoted sales and cultural holidays. If
yes, please describe the dates, times,
size, and any other relevant event
information.
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer /
Not applicable
B
4 Question Letter
Answer Comments
15. Please describe or list your approximate
delivery, mail, and trash schedules. (e.g.
deliveries on Mondays at 7:00 am and
trash pick-ups on Thursdays at 9:00 am).
Follow up in progress
16. Does your business, organization, or
institution require passenger and/or goods
loading and unloading?
a. Yes
b. No
A
17. Does your business, organization, or
institution use or have access to any of
the following?
a. Yellow curb (delivery)
b. White curb (passenger drop-off)
c. Loading dock
d. None of the above
e. Not sure / Prefer not to say / Not
applicable
C
18. If yes, provide the address or approximate
location of your loading areas (yellow curb
and/or loading dock).
Follow up in progress
19. How often does your business,
organization, or institution require bulk
loading and/or unloading?
a. Once per day
b. Multiple times per day
c. Several times per week
d. Several times per month
e. Several times per year
f. None
g. Not sure / Prefer not to answer
C Follow up in progress
20. Do delivery vehicles need to make a left
turn to enter your loading area?
a. Yes
b. No
c. Not sure / Prefer not to answer /
Not applicable
B
21. What is the busiest time for loading and
unloading deliveries at your business,
organization, or institution?
a. 8:00 am – Noon
b. Noon – 3:00 PM
c. 3:00 – 6:00 PM
d. 6:00 PM – 8:00 AM (next day)
e. Not sure / Prefer not to answer /
Not applicable
Follow up in progress
5 Question Letter
Answer Comments
22. How long does a typical delivery loading
or unloading take?
a. 1-10 minutes
b. 11-30 minutes
c. 31-60 minutes
d. More than 60 minutes
e. It varies
f. Not sure / Prefer not to answer /
Not applicable
Follow up in progress
23. Does your business, organization, or
institution require any other
accommodations to access information or
services (e.g. printed media in an
alternate format, sign language
interpreter, assistive listening devices,
video captioning)?
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer
B
24. Is there anything else about your
business, organization, or institution you
would like to tell VTA? [comment box]
There is a testing lab on site and
Apple wants to confirm internally
that they are not affected by
vibrations but should not be a
problem as the TBM will be
daylighting at the south end of
Newhall yard, not adjacent to
Apple.
1 Date: 11/24/20 @ 14:41pm
Organization: Avaya Stadium
Type of Organization: Stadium
Attendees: Luke De Vogelaere, Gina N., Dennis K.
Project Area: Santa Clara Station
Address: 1123 Coleman Avenue, San José, CA 95110
Main Point of Contact
Name: Luke De Vogelaere
Phone Number: 408-556-7742, 650-804-9031
Email Address: [email protected]
------------------------------------------------------------------------------------------------------------------------------ Question Letter
Answer Comments
1. Are you this business or organization’s
owner or manager?
a. Yes
b. No
Director of events: parking and
traffic
2. Has your business, organization, or
institution made any operational or access
changes due to Santa Clara County Public
Health orders due to COVID-19 (e.g. offer
outdoor seating, outdoor retail or services,
added a virtual storefront, created pick-up
area, increased customer delivery)? If yes,
please describe..
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer /
Not applicable
Operating, private gym rented
stadium location for classes,
stadium is open for small
events. No large event.
3. What are your hours of operation?
(i.e. M-F 8 am – 5 pm)
MLS match setup the day
before, staff arrive 8-10 hours
prior. Fans arrive 4.5 hours to
kick-off.
2 Question Letter
Answer Comments
4. Please select your typically busiest times:
a. Weekday Morning (before 12 Noon)
b. Weekday Afternoon (between 12
Noon and 5 p.m.)
c. Weekday Evening (after 5 p.m.)
d. Weekend Morning (before 12
Noon)
e. Weekend Afternoon (between 12
Noon and 5 p.m.)
f. Weekend Evening (after 5 p.m.)
g. Not sure / Prefer not to answer /
Not applicable
C
F
MLS matches 7-7:30pm kick-off
game. Sunday & Saturday.
Some 12pm kick-off.
5. What language(s) is(are) spoken and/or
written by you, your employees, and your
customers (including advertising and
reading technical documents, such as legal
or financial documents)?
a. English
b. Spanish / Español
c. Portuguese / Português
d. Mandarin / 漢語
e. Cantonese / 粵語
f. Vietnamese / Tiếng Việt
g. Tagalog
h. Other (please specify)
A
B
Information is provided in both
English and Spanish.
6. Approximately how many employees or
volunteers do you have?
a. 1
b. 2-9
c. 10-35
d. 36-50
e. 51+
E
7. Approximately how many people a day
typically visit your business or
organization?
a. Fewer than 50
b. 50-99
c. 100-249
d. 250 or more
e. Not sure / Prefer not to answer /
Not applicable
D
8. Do you intend to move premises within the
next two years?
a. Yes
b. No
B
3 The following questions are about how your employees, volunteers, customers, students, and visitors access your business, organization, or institution.
Question Letter
Answer Comments
9. Do they have access to transit, such as
buses or light rail, at your location?
a. Yes
b. No
c. Not sure / Prefer not to answer
A Route #10 turn to Route #237.
In 2017, the transit
supplemental service directly go
into the stadium got reduced. No
bus stops on Coleman Ave or
off streets near stadium.
10. How many of them regularly drive to your
business, organization, or institution?
a. None
b. Few than half
c. About half
d. More than half
e. All
f. Not sure / Prefer not to answer /
Not applicable
D
11. If they drive, where do they typically park?
a. Owned parking lot
b. Shared parking lot
c. Street parking nearby
d. Street parking in surrounding
neighborhood
e. Not sure/ Prefer not to answer /
Not applicable
A
12. If applicable, please provide the address
or approximate location of any shared
parking lot or garage.
1123 Coleman Avenue
13. What time of day do they typically arrive?
(Check all that apply)
a. Weekday Morning (before 12
Noon)
b. Weekday Afternoon (between 12
Noon and 5 p.m.)
c. Weekday Evening (after 5 p.m.)
d. Weekend Morning (before 12
Noon)
e. Weekend Afternoon (between 12
Noon and 5 p.m.)
f. Weekend Evening (after 5 p.m.)
g. Not sure / Prefer not to answer /
Not applicable
A
D
8-10 hours prior, as early as
9am
4 Question Letter
Answer Comments
14. Does your business, organization, or
institution host regular or occasional
special events? Examples include
promoted sales and cultural holidays. If
yes, please describe the dates, times,
size, and any other relevant event
information.
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer /
Not applicable
A Attendees number depends on
the type of events. Lacrosse,
etc.
Soccer season is from late
February to early October, with
17 home games typically
15. Please describe or list your approximate
delivery, mail, and trash schedules. (e.g.
deliveries on Mondays at 7:00 am and
trash pick-ups on Thursdays at 9:00 am).
Trash: odd hours and on eventbase
No deliveries during event time.
Small deliveries (FEDEX, UPS)
come daily.
16. Does your business, organization, or
institution require passenger and/or goods
loading and unloading?
a. Yes
b. No
A
17. Does your business, organization, or
institution use or have access to any of
the following?
a. Yellow curb (delivery)
b. White curb (passenger drop-off)
c. Loading dock
d. None of the above
e. Not sure / Prefer not to say / Not
applicable
C
18. If yes, provide the address or approximate
location of your loading areas (yellow curb
and/or loading dock).
Behind the stadium
Pick-up & Drop-off at surface lot
at intersection at Coleman.
Future re-evaluation for PU-DO
location for resume service postCOVID.
19. How often does your business,
organization, or institution require bulk
loading and/or unloading?
a. Once per day
b. Multiple times per day
c. Several times per week
d. Several times per month
e. Several times per year
f. None
g. Not sure / Prefer not to answer
C No deliveries during event time.
Small deliveries (FEDEX, UPS)
come daily.
5 Question Letter
Answer Comments
20. Do delivery vehicles need to make a left
turn to enter your loading area?
a. Yes
b. No
c. Not sure / Prefer not to answer /
Not applicable
B
21. What is the busiest time for loading and
unloading deliveries at your business,
organization, or institution?
a. 8:00 am – Noon
b. Noon – 3:00 PM
c. 3:00 – 6:00 PM
d. 6:00 PM – 8:00 AM (next day)
e. Not sure / Prefer not to answer /
Not applicable
A
B
During normal operating hours
22. How long does a typical delivery loading
or unloading take?
a. 1-10 minutes
b. 11-30 minutes
c. 31-60 minutes
d. More than 60 minutes
e. It varies
f. Not sure / Prefer not to answer /
Not applicable
E
23. Does your business, organization, or
institution require any other
accommodations to access information or
services (e.g. printed media in an
alternate format, sign language
interpreter, assistive listening devices,
video captioning)?
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer
B
24. Is there anything else about your
business, organization, or institution you
would like to tell VTA? [comment box]
Review TPMP and coordinate
with Coleman Highline
Questions for larger business, organization, or institution:
Question Letter
Answer Comments
25. Does your business, organization, or
institution have a Transportation
Management Plan?
a. Yes
b. No
A
6 26. Does your business, organization, or
institution have an events calendar over
the next 10 years?
a. Yes
b. No
A
27. Does your business, organization, or
institution have any upcoming expansions
and renovations?
a. Yes
b. No
A Plan to conduct major
renovation in conjunction with
the Coleman Highline
construction. Share vendors and
share project construction.
28. VTA recognizes that large construction
projects can impact businesses. To assist
us with preparing our Small Business
Resource Study, what kinds of assistance
may be helpful for your business or
organization?
a. Support in creating budgeting,
business, staff or marketing plans
b. Help understanding business or
labor regulations
c. More information on small
business grants, loans or
programs
d. Guidance on new business
software, such as QuickBooks,
Square, or Resy
e. Assistance with negotiating a
rental lease agreement or
relocating your business
f. Creating advertising campaigns,
including radio, television, print
and social media
g. Showcasing local businesses
through fliers, posters, sidewalk
displays and wayfinding signage
h. Sponsoring local events
i. Not Applicable / Not sure / Prefer
not to answer
j. Other
No response
29. If your business or organization were
asked for administrative or financial
records in order to qualify for the types of
assistance programs discussed above,
would you be able and willing to produce
employee, financial and tax records for
the previous two calendar years?
a. Yes
b. No
B
7 30. Do you have any final comments or
suggestions?
Need to identify truck routes and
back facility maintenance back
lot. There are significant amount
of traffic accessing Coleman
Avenue for stores.
1 Date: 11/17/20 @ 14:29pm
Organization: Costco Wholesale
Type of Organization: Retailer
Attendees: Javier Zuniga, Dennis K., Gina N.
Project Area: Santa Clara
Address: 1601 Coleman Avenue, Santa Clara, CA 95050
Main Point of Contact
Name: Javier Zuniga
Phone Number: 408-567-9000 Ext. 1
Email Address: N/A
------------------------------------------------------------------------------------------------------------------------------ Question Letter
Answer Comments
1. Are you this business or organization’s
owner or manager?
a. Yes
b. No
A
2. Has your business, organization, or
institution made any operational or access
changes due to Santa Clara County Public
Health orders due to COVID-19 (e.g. offer
outdoor seating, outdoor retail or services,
added a virtual storefront, created pick-up
area, increased customer delivery)? If yes,
please describe..
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer /
Not applicable
Limiting people that come in/out
3. What are your hours of operation?
(i.e. M-F 8 am – 5 pm)
mon-fri 9-830a, sat sun 9a-7pm
4. Please select your typically busiest times:
a. Weekday Morning (before 12 Noon)
b. Weekday Afternoon (between 12
Noon and 5 p.m.)
c. Weekday Evening (after 5 p.m.)
d. Weekend Morning (before 12
Noon)
e. Weekend Afternoon (between 12
Noon and 5 p.m.)
f. Weekend Evening (after 5 p.m.)
g. Not sure / Prefer not to answer /
Not applicable
A
B
C
D
E
F
Busy due to COVID, morning
10-12, afternoon 5-630
2 Question Letter
Answer Comments
5. What language(s) is(are) spoken and/or
written by you, your employees, and your
customers (including advertising and
reading technical documents, such as legal
or financial documents)?
a. English
b. Spanish / Español
c. Portuguese / Português
d. Mandarin / 漢語
e. Cantonese / 粵語
f. Vietnamese / Tiếng Việt
g. Tagalog
h. Other (please specify)
A
B
6. Approximately how many employees or
volunteers do you have?
a. 1
b. 2-9
c. 10-35
d. 36-50
e. 51+
No response
7. Approximately how many people a day
typically visit your business or
organization?
a. Fewer than 50
b. 50-99
c. 100-249
d. 250 or more
e. Not sure / Prefer not to answer /
Not applicable
D 4,000 per a day
8. Do you intend to move premises within the
next two years?
a. Yes
b. No
B
The following questions are about how your employees, volunteers, customers, students, and visitors access your business, organization, or institution.
Question Letter
Answer Comments
9. Do they have access to transit, such as
buses or light rail, at your location?
a. Yes
b. No
c. Not sure / Prefer not to answer
A Near Santa Clara Caltrain
Station; bus stop across the
street on Coleman
3 Question Letter
Answer Comments
10. How many of them regularly drive to your
business, organization, or institution?
a. None
b. Few than half
c. About half
d. More than half
e. All
f. Not sure / Prefer not to answer /
Not applicable
D 95% drive; 5% public transit
11. If they drive, where do they typically park?
a. Owned parking lot
b. Shared parking lot
c. Street parking nearby
d. Street parking in surrounding
neighborhood
e. Not sure/ Prefer not to answer /
Not applicable
A
12. If applicable, please provide the address
or approximate location of any shared
parking lot or garage.
In front of business
13. What time of day do they typically arrive?
(Check all that apply)
a. Weekday Morning (before 12
Noon)
b. Weekday Afternoon (between 12
Noon and 5 p.m.)
c. Weekday Evening (after 5 p.m.)
d. Weekend Morning (before 12
Noon)
e. Weekend Afternoon (between 12
Noon and 5 p.m.)
f. Weekend Evening (after 5 p.m.)
g. Not sure / Prefer not to answer /
Not applicable
A
B
Earliest arrival is at 3am, latest
arrival is 6pm
14. Does your business, organization, or
institution host regular or occasional
special events? Examples include
promoted sales and cultural holidays. If
yes, please describe the dates, times,
size, and any other relevant event
information.
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer /
Not applicable
B Open all day regularly. Close 1-
hour early Christmas. Open
regular hour for Black Friday.
4 Question Letter
Answer Comments
15. Please describe or list your approximate
delivery, mail, and trash schedules. (e.g.
deliveries on Mondays at 7:00 am and
trash pick-ups on Thursdays at 9:00 am).
Trash pickup - everyday 6-7am,
delivery truck 3am-6am (3 or 4
truck load) , 2 more 8-10a, 4pm6pm
16. Does your business, organization, or
institution require passenger and/or goods
loading and unloading?
a. Yes
b. No
A
17. Does your business, organization, or
institution use or have access to any of
the following?
a. Yellow curb (delivery)
b. White curb (passenger drop-off)
c. Loading dock
d. None of the above
e. Not sure / Prefer not to say / Not
applicable
C
18. If yes, provide the address or approximate
location of your loading areas (yellow curb
and/or loading dock).
No response
19. How often does your business,
organization, or institution require bulk
loading and/or unloading?
a. Once per day
b. Multiple times per day
c. Several times per week
d. Several times per month
e. Several times per year
f. None
g. Not sure / Prefer not to answer
B
20. Do delivery vehicles need to make a left
turn to enter your loading area?
a. Yes
b. No
c. Not sure / Prefer not to answer /
Not applicable
C
21. What is the busiest time for loading and
unloading deliveries at your business,
organization, or institution?
a. 8:00 am – Noon
b. Noon – 3:00 PM
c. 3:00 – 6:00 PM
d. 6:00 PM – 8:00 AM (next day)
e. Not sure / Prefer not to answer /
Not applicable
A
5 Question Letter
Answer Comments
22. How long does a typical delivery loading
or unloading take?
a. 1-10 minutes
b. 11-30 minutes
c. 31-60 minutes
d. More than 60 minutes
e. It varies
f. Not sure / Prefer not to answer /
Not applicable
B 10 to 15 minutes
23. Does your business, organization, or
institution require any other
accommodations to access information or
services (e.g. printed media in an
alternate format, sign language
interpreter, assistive listening devices,
video captioning)?
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer
A Have hearing impaired
employee
24. Is there anything else about your
business, organization, or institution you
would like to tell VTA? [comment box]
No response
Questions for larger business, organization, or institution:
Question Letter
Answer Comments
25. Does your business, organization, or
institution have a Transportation
Management Plan?
a. Yes
b. No
B had TMP before redesign of the
parking lot and transit service
26. Does your business, organization, or
institution have an events calendar over
the next 10 years?
a. Yes
b. No
B Non-COVID has one year out
27. Does your business, organization, or
institution have any upcoming expansions
and renovations?
a. Yes
b. No
B
1 Date: 11/25/20 @ 11:15am
Organization: New Eden Spa
Type of Organization: Salon/Personal Services
Attendees: Antion Zhu, Dennis K., Monica F.
Project Area: Santa Clara
Address: 1335 Coleman Avenue, Santa Clara, CA 95050
Main Point of Contact
Name: Antion Zhu
Phone Number: 408-320-2878
Email Address: [email protected]
------------------------------------------------------------------------------------------------------------------------------ Question Letter
Answer Comments
1. Are you this business or organization’s
owner or manager?
a. Yes
b. No
A
2. Has your business, organization, or
institution made any operational or access
changes due to Santa Clara County Public
Health orders due to COVID-19 (e.g. offer
outdoor seating, outdoor retail or services,
added a virtual storefront, created pick-up
area, increased customer delivery)? If yes,
please describe..
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer /
Not applicable
Have been closed for 5-6
months; weren't able to open;
then only outdoor; now reduced
capacity inside
(have been slow since
pandemic) ; most is appointment
only now
3. What are your hours of operation?
(i.e. M-F 8 am – 5 pm)
10 am - 9 pm; (have been slow
since pandemic); most is
appointment only now
4. Please select your typically busiest times:
a. Weekday Morning (before 12 Noon)
b. Weekday Afternoon (between 12
Noon and 5 p.m.)
c. Weekday Evening (after 5 p.m.)
d. Weekend Morning (before 12
Noon)
e. Weekend Afternoon (between 12
Noon and 5 p.m.)
f. Weekend Evening (after 5 p.m.)
g. Not sure / Prefer not to answer /
Not applicable
B Office people coming mid-day
2 Question Letter
Answer Comments
5. What language(s) is(are) spoken and/or
written by you, your employees, and your
customers (including advertising and
reading technical documents, such as legal
or financial documents)?
a. English
b. Spanish / Español
c. Portuguese / Português
d. Mandarin / 漢語
e. Cantonese / 粵語
f. Vietnamese / Tiếng Việt
g. Tagalog
h. Other (please specify)
A
D
6. Approximately how many employees or
volunteers do you have?
a. 1
b. 2-9
c. 10-35
d. 36-50
e. 51+
B 7 to 8
7. Approximately how many people a day
typically visit your business or
organization?
a. Fewer than 50
b. 50-99
c. 100-249
d. 250 or more
e. Not sure / Prefer not to answer /
Not applicable
A
8. Do you intend to move premises within the
next two years?
a. Yes
b. No
A Doesn't know how long they can
stay there with COVID impacts.
The following questions are about how your employees, volunteers, customers, students, and visitors access your business, organization, or institution.
Question Letter
Answer Comments
9. Do they have access to transit, such as
buses or light rail, at your location?
a. Yes
b. No
c. Not sure / Prefer not to answer
A 2 bus stops on Coleman
3 Question Letter
Answer Comments
10. How many of them regularly drive to your
business, organization, or institution?
a. None
b. Few than half
c. About half
d. More than half
e. All
f. Not sure / Prefer not to answer /
Not applicable
D More than half
11. If they drive, where do they typically park?
a. Owned parking lot
b. Shared parking lot
c. Street parking nearby
d. Street parking in surrounding
neighborhood
e. Not sure/ Prefer not to answer /
Not applicable
B
12. If applicable, please provide the address
or approximate location of any shared
parking lot or garage.
In front of shop
13. What time of day do they typically arrive?
(Check all that apply)
a. Weekday Morning (before 12
Noon)
b. Weekday Afternoon (between 12
Noon and 5 p.m.)
c. Weekday Evening (after 5 p.m.)
d. Weekend Morning (before 12
Noon)
e. Weekend Afternoon (between 12
Noon and 5 p.m.)
f. Weekend Evening (after 5 p.m.)
g. Not sure / Prefer not to answer /
Not applicable
A Between 10-11am
14. Does your business, organization, or
institution host regular or occasional
special events? Examples include
promoted sales and cultural holidays. If
yes, please describe the dates, times,
size, and any other relevant event
information.
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer /
Not applicable
B
4 Question Letter
Answer Comments
15. Please describe or list your approximate
delivery, mail, and trash schedules. (e.g.
deliveries on Mondays at 7:00 am and
trash pick-ups on Thursdays at 9:00 am).
Trash pick-up - Thinks in
morning, don't see it though;
Deliveries usually 11 am -12
pm; Mail between 10 am - 12
pm
16. Does your business, organization, or
institution require passenger and/or goods
loading and unloading?
a. Yes
b. No
B
17. Does your business, organization, or
institution use or have access to any of
the following?
a. Yellow curb (delivery)
b. White curb (passenger drop-off)
c. Loading dock
d. None of the above
e. Not sure / Prefer not to say / Not
applicable
D
18. If yes, provide the address or approximate
location of your loading areas (yellow curb
and/or loading dock).
No response
19. How often does your business,
organization, or institution require bulk
loading and/or unloading?
a. Once per day
b. Multiple times per day
c. Several times per week
d. Several times per month
e. Several times per year
f. None
g. Not sure / Prefer not to answer
D
20. Do delivery vehicles need to make a left
turn to enter your loading area?
a. Yes
b. No
c. Not sure / Prefer not to answer /
Not applicable
C
21. What is the busiest time for loading and
unloading deliveries at your business,
organization, or institution?
a. 8:00 am – Noon
b. Noon – 3:00 PM
c. 3:00 – 6:00 PM
d. 6:00 PM – 8:00 AM (next day)
e. Not sure / Prefer not to answer /
Not applicable
A
5 Question Letter
Answer Comments
22. How long does a typical delivery loading
or unloading take?
a. 1-10 minutes
b. 11-30 minutes
c. 31-60 minutes
d. More than 60 minutes
e. It varies
f. Not sure / Prefer not to answer /
Not applicable
A
23. Does your business, organization, or
institution require any other
accommodations to access information or
services (e.g. printed media in an
alternate format, sign language
interpreter, assistive listening devices,
video captioning)?
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer
B
24. Is there anything else about your
business, organization, or institution you
would like to tell VTA? [comment box]
No response
Questions for larger business, organization, or institution:
Question Letter
Answer Comments
25. Does your business, organization, or
institution have a Transportation
Management Plan?
a. Yes
b. No
B
26. Does your business, organization, or
institution have an events calendar over
the next 10 years?
a. Yes
b. No
B
27. Does your business, organization, or
institution have any upcoming expansions
and renovations?
a. Yes
b. No
B
6 28. VTA recognizes that large construction
projects can impact businesses. To assist
us with preparing our Small Business
Resource Study, what kinds of assistance
may be helpful for your business or
organization?
a. Support in creating budgeting,
business, staff or marketing plans
b. Help understanding business or
labor regulations
c. More information on small
business grants, loans or
programs
d. Guidance on new business
software, such as QuickBooks,
Square, or Resy
e. Assistance with negotiating a
rental lease agreement or
relocating your business
f. Creating advertising campaigns,
including radio, television, print
and social media
g. Showcasing local businesses
through fliers, posters, sidewalk
displays and wayfinding signage
h. Sponsoring local events
i. Not Applicable / Not sure / Prefer
not to answer
j. Other
More information on small
business grants, loans or
programs
Assistance with negotiating a
rental lease agreement or
relocating your business
Creating advertising campaigns,
including radio, television, print
and social media
Showcasing local businesses
through fliers, posters, sidewalk
displays and wayfinding signage
29. If your business or organization were
asked for administrative or financial
records in order to qualify for the types of
assistance programs discussed above,
would you be able and willing to produce
employee, financial and tax records for
the previous two calendar years?
a. Yes
b. No
A
30. Do you have any final comments or
suggestions?
No response
1 Date: 11/24/2020 at 11:00 AM
Organization: Santa Clara University
Type of Organization: Educational
Attendees: Millie Kenney, Erica R., Kate C.
Project Area: Santa Clara
Address: 500 El Camino Real, Santa Clara, CA 95053
Main Point of Contact
Name: Chris Shay
Phone Number: (408) 551-1606
Email Address: [email protected]
------------------------------------------------------------------------------------------------------------------------------ Question Letter
Answer Comments
1. Has your institution made any permanent
operational or access changes due to
Santa Clara County Public Health orders
due to COVID-19 (e.g. staggering classes?
offer outdoor seating, outdoor retail or
services, added a virtual storefront, created
pick-up area, increased customer delivery)
that you might continue to apply in the
future? If yes, please describe.
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer /
Not applicable
B
2. What are your hours of operation (staff,
school)? After school programs?
(i.e. M-F 8 am – 5 pm)
Different groups
6:00 – 9:00 PM, M-F
3. What language(s) is(are) spoken and/or
written by you, your employees, and your
students and parents (including advertising
and reading technical documents, such as
legal or financial documents)?
a. English
b. Spanish / Español
c. Portuguese / Português
d. Mandarin / 漢語
e. Cantonese / 粵語
f. Vietnamese / Tiếng Việt
g. Tagalog
h. Other (please specify)
A
2 Question Letter
Answer Comments
4. Approximately how many employees do
you have (staff and faculty)?
a. 1
b. 2-9
c. 10-35
d. 36-50
e. 51+
E 2,000 staff
5. Approximately how many students?
a. Fewer than 50
b. 50-99
c. 100-249
d. 250 or more
e. Not sure / Prefer not to answer /
Not applicable
D 14,000 students (4,000 grad
students)
6. Do you intend to move premises within the
next two years?
a. Yes
b. No
B
7. Does your business, organization, or
institution have any upcoming expansions
and renovations?
a. Yes
b. No
B Big items should be complete
before 2023
The following questions (8-12) are about how your employees, volunteers, customers, students, and visitors access your business, organization, or institution.
Question Letter
Answer Comments
8. Do you have access to transit, such as
buses or light rail, at your location?
a. Yes
b. No
c. Not sure / Prefer not to answer
A 200-400 staff taking transit
before COVID-19
9. How many of your faculty and staff
regularly drive to work?
a. None
b. Few than half
c. About half
d. More than half
e. All
f. Not sure / Prefer not to answer /
Not applicable
D
3 Question Letter
Answer Comments
10. If they drive, where do they typically park?
a. Owned parking lot
b. Shared parking lot
c. Street parking nearby
d. Street parking in surrounding
neighborhood
e. Not sure/ Prefer not to answer /
Not applicable
A & D Residential lots, commuter
garages (staff & students)
Minority park elsewhere
(residential neighborhood)
11. If applicable, please provide the address
or approximate location of any shared
parking lot or garage.
N/A
12. What time of day does staff and faculty
typically arrive? (Check all that apply)
a. 6-7am
b. 7-8am
c. 8-9am
d. other
B
C
7:30-9:00AM
13. What time of day does staff and faculty
typically leave? (Check all that apply)
a. 2-4pm
b. 3-5pm
c. 4-6pm
d. Other
B 3:30-5:00 PM
14. What is the busiest time for student dropoff?
a. 6-7am
b. 7-8am
c. 8-9am
a. other
B
C Grad students arrive 4:00-6:00
PM for night classes
15. What is the busiest time for student pickup?
a. 2-3pm
b. 3-4pm
c. 4-5pm
d. other
B
C
16. Where does student drop-off/pick-up
occur?
a. On school site
b. On street, adjacent to school
c. Other
A
4 Question Letter
Answer Comments
17. How many of your students regularly get
dropped off/picked up by car?
a. None
b. Few than half
c. About half
d. More than half
e. All
f. Not sure / Prefer not to answer /
Not applicable
No response
18. How many students use school buses? N/A
19. Do any of your students take public
transit? If so, do you know what bus stops
they use?
No response
20. How many of your students walk? Do you
have a sense of where they are walking
from? (intersection of interest)
Most students live on or close to
campus. Not a lot of students
live NE of campus
21. Does institution host regular or occasional
special events? Examples include
promoted sales and cultural holidays. If
yes, please describe the dates, times,
size, and any other relevant event
information.
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer /
Not applicable
No response
22. Please describe or list your approximate
delivery, mail, and trash schedules. (e.g.
deliveries on Mondays at 7:00 am and
trash pick-ups on Thursdays at 9:00 am).
No response
23. Does your institution require passenger
and/or goods loading and unloading?
a. Yes
b. No
No response
24. Does your institution use or have access
to any of the following?
a. Yellow curb (delivery)
b. White curb (passenger drop-off)
c. Loading dock
d. None of the above
e. Not sure / Prefer not to say / Not
applicable
No response
25. If yes, provide the address or approximate
location of your loading areas (yellow curb
and/or loading dock).
No response
5 Question Letter
Answer Comments
26. How often does your institution require
bulk loading and/or unloading?
a. Once per day
b. Multiple times per day
c. Several times per week
d. Several times per month
e. Several times per year
f. None
g. Not sure / Prefer not to answer
A Shipping & Receiving Area
Loading dock at dining hall
(shared with bookstore)
Opposite side of campus from
transit center
27. Does your business, organization, or
institution require any other
accommodations to access information or
services (e.g. printed media in an
alternate format, sign language
interpreter, assistive listening devices,
video captioning)?
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer
No response
28. Are there any other access concerns that
you’d like to make us aware of?
El Camino Real @ Palm Drive is
main gate; staffed
29. Is there anything else about your
business, organization, or institution you
would like to tell VTA? [comment box]
Very excited that BART is
coming to Santa Clara. Really
opens up Santa Clara to the rest
of the Bay Area
30. Would you be our best point of contact for
future coordination?
a. Yes
b. No
Millie and Chris Shay
1 Date: 11/19/2020
Organization: VTA Operations
Type of Organization: Public Agency/ Transit
Attendees: Jay Tyree, Kermit Cuff, Adriano R., Erica R.
Project Area: Project-wide
Main Point of Contact
Name: Jay Tyree
Phone Number: 408.321.5893
Email Address: [email protected]
MST: Robert Weber, Chief Operating Officer, 831-760-0861, [email protected] ------------------------------------------------------------------------------------------------------------------------------ Question Answer
Are there any guidelines to adhere to for
moving a stop? (timing)
The decision to relocate/consolidate bus
stops depend upon the proximity of other
stops. VTA has a preference for far side
stops over near side stops – depending on
local conditions (i.e. driveways, routes, curb
requirements)
If bus re-routing/stop changes/ is necessary -
how much advance time needs to be provided
to VTA for noticing?
Prefer 2 months notice.
Are there any dwelling locations? (layover
location and duration)
On 7th, south of Santa Clara (Hwy 17)
Are there any bus operator services that we
need to be aware of? (rest/break rooms, etc.)
1st & Basset
What is minimum bus lane width desired? 12 feet. 10 feet is the absolute minimum and require advance coordination for
anything less than 12 feet.
5 Santa Clara Station
Construction of Santa Clara Station will be limited north/east of the Caltrain tracks. Therefore no direct impact to transit infrastructure is anticipated.
Impact to passenger access via ped tunnel likely. When is highest ridership? Route Street Existing Bus Stop
within CSA? (y/n)
Left Turn? Avg Daily
Passengers at
stop
60 Coleman N (East of Brokaw) N NB 8 board,
13 alight
SB 11 board, 8
alight.
Available Routes:
- 21
- 22
- 53
- 59
- 60
- 522
From Jay Tyree:
- Absolute minimum lane width to operate service on: 10’, but anything less than 12’ can be problematic depending on local conditions, so we would ask to coordinate in advance if <12’ is anticipated at any point
- Minimum notice for potential stop impacts: 2 months
- As far as general guidance or rules, we don’t have any general guidance because particularly in a downtown environment bus stop siting decisions are driven by local conditions. The golden rule is that we are happy to work with the team to make anything work, we just need adequate notice. So reach out and we’re happy to coordinate.
- As far as the contact person for all these bus stop and lane geometry issues, it would be Michael Catangay who leads our Passenger Facilities team. You might also want to put the team’s group email in the document … [email protected]
1 Date: 12/17/2020
Organization: Hunter Storm/ Coleman Highline (1.7 M sf; not accounting for 175 key hotel)
Type of Organization: Business Complex
Attendees: Monica Fiedler-Ross, Erica Roecks, Todd Trekell Project Area: Santa Clara
Main Point of Contact
Name: Todd Trekell
Phone Number: (408) 200-8904
Email Address: [email protected]
Question Letter
Answer Comments
1. Are you this business or organization’s
owner or manager?
a. Yes
b. No
A Manager
2. Has your business, organization, or
institution made any operational or access
changes due to Santa Clara County Public
Health orders due to COVID-19 (e.g. offer
outdoor seating, outdoor retail or services,
added a virtual storefront, created pick-up
area, increased customer delivery)? If yes,
please describe.
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer /
Not applicable
C
3. What are your hours of operation?
(i.e. M-F 8 am – 5 pm)
7 am to 6 pm M – F for bulk of
campus
4. Please select your typically busiest times:
a. Weekday Morning (before 12 Noon)
b. Weekday Afternoon (between 12
Noon and 5 p.m.)
c. Weekday Evening (after 5 p.m.)
d. Weekend Morning (before 12
Noon)
e. Weekend Afternoon (between 12
Noon and 5 p.m.)
f. Weekend Evening (after 5 p.m.)
g. Not sure / Prefer not to answer /
Not applicable
A Weekday morning 9 and 12
2 Question Letter
Answer Comments
5. What language(s) is(are) spoken and/or
written by you, your employees, and your
customers (including advertising and
reading technical documents, such as legal
or financial documents)?
a. English
b. Spanish / Español
c. Portuguese / Português
d. Mandarin / 漢語
e. Cantonese / 粵語
f. Vietnamese / Tiếng Việt
g. Tagalog
h. Other (please specify)
A
6. Approximately how many employees or
volunteers do you have?
a. 1
b. 2-9
c. 10-35
d. 36-50
e. 51+
E 2,900 employees assumed with
Verizon built out. Verizon
construction expected to end
and occupied December 2021
7. Approximately how many people a day
typically visit your business or
organization?
a. Fewer than 50
b. 50-99
c. 100-249
d. 250 or more
e. Not sure / Prefer not to answer /
Not applicable
C 100-150
8. Do you intend to move premises within the
next two years?
a. Yes
b. No
B
Question Letter
Answer Comments
9. Do they have access to transit, such as
buses or light rail, at your location?
a. Yes
b. No
c. Not sure / Prefer not to answer
C
3 Question Letter
Answer Comments
10. How many of them regularly drive to your
business, organization, or institution?
a. None
b. Few than half
c. About half
d. More than half
e. All
f. Not sure / Prefer not to answer /
Not applicable
E Assume all do
11. If they drive, where do they typically park?
a. Owned parking lot
b. Shared parking lot
c. Street parking nearby
d. Street parking in surrounding
neighborhood
e. Not sure/ Prefer not to answer /
Not applicable
A Come in on Earthquakes Way,
Aviation Avenue, or Champions
Way, or left from Coleman Ave
going west bound
12. If applicable, please provide the address
or approximate location of any shared
parking lot or garage.
See map
13. What time of day do they typically arrive?
(Check all that apply)
a. Weekday Morning (before 12
Noon)
b. Weekday Afternoon (between 12
Noon and 5 p.m.)
c. Weekday Evening (after 5 p.m.)
d. Weekend Morning (before 12
Noon)
e. Weekend Afternoon (between 12
Noon and 5 p.m.)
f. Weekend Evening (after 5 p.m.)
g. Not sure / Prefer not to answer /
Not applicable
A between 7 and 9 am
14. Does your business, organization, or
institution host regular or occasional
special events? Examples include
promoted sales and cultural holidays. If
yes, please describe the dates, times,
size, and any other relevant event
information.
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer /
Not applicable
A Park earthquakes on property
4 Question Letter
Answer Comments
15. Please describe or list your approximate
delivery, mail, and trash schedules. (e.g.
deliveries on Mondays at 7:00 am and
trash pick-ups on Thursdays at 9:00 am).
Utilities (trash, power, water)
building for Verizon is off of
Champions Way (trash comes
early in morning); Buildings 3
and 4’s utility building is up by
Aviation Ave; Buildings 1 and 2
is off Bradley; A majority of
access for utilities comes off of
Aviation Ave and Center St
16. Does your business, organization, or
institution require passenger and/or goods
loading and unloading?
a. Yes
b. No
A Verizon will have scissor lifts;
Location of the goods loading
and unloading are at Buildings 3
and 4 (by utility building off of
Aviation Ave) and Buildings 1
and 2 (off of Bradley)
17. Does your business, organization, or
institution use or have access to any of
the following?
a. Yellow curb (delivery)
b. White curb (passenger drop-off)
c. Loading dock
d. None of the above
e. Not sure / Prefer not to say / Not
applicable
C
18. If yes, provide the address or approximate
location of your loading areas (yellow curb
and/or loading dock).
See map
19. How often does your business,
organization, or institution require bulk
loading and/or unloading?
a. Once per day
b. Multiple times per day
c. Several times per week
d. Several times per month
e. Several times per year
f. None
g. Not sure / Prefer not to answer
B
20. Do delivery vehicles need to make a left
turn to enter your loading area?
a. Yes
b. No
c. Not sure / Prefer not to answer /
Not applicable
C They would potentially need to
make a left turn to access the
site overall. Internal circulation
should not be affected by
project. See map
5 Question Letter
Answer Comments
21. What is the busiest time for loading and
unloading deliveries at your business,
organization, or institution?
a. 8:00 am – Noon
b. Noon – 3:00 PM
c. 3:00 – 6:00 PM
d. 6:00 PM – 8:00 AM (next day)
e. Not sure / Prefer not to answer /
Not applicable
A
22. How long does a typical delivery loading
or unloading take?
a. 1-10 minutes
b. 11-30 minutes
c. 31-60 minutes
d. More than 60 minutes
e. It varies
f. Not sure / Prefer not to answer /
Not applicable
E
23. Does your business, organization, or
institution require any other
accommodations to access information or
services (e.g. printed media in an
alternate format, sign language
interpreter, assistive listening devices,
video captioning)?
a. Yes [comment box]
b. No
c. Not sure / Prefer not to answer
B
24. Is there anything else about your
business, organization, or institution you
would like to tell VTA? [comment box]
No response
Questions for larger business, organization, or institution:
Question Letter
Answer Comments
25. Does your business, organization, or
institution have a Transportation
Management Plan?
a. Yes
b. No
a Thinks it would be included in
Avaya Stadium’s (concluded
that it is not)
26. Does your business, organization, or
institution have an events calendar over
the next 10 years?
a. Yes
b. No
No response
6 27. Does your business, organization, or
institution have any upcoming expansions
and renovations? (construction Plans)
a. Yes
b. No
Verizon’s building is expected to
be complete in December 2021;
Phase 4 (parcel between
Verizon’s and Aviation Ave) of
Coleman Highline – no
construction until have tenant
300,000 sf – would estimate
construction to start 2023
Utility and loading for
buildings 1 and 2
utility and loading for
buildings 3 and 4
utility and loading for
Verizon building 175 key hotel
signal should be
installed in next
couple of months left turn access point
will be parking
Coleman Highline
Interviewed Area
(excludes 175 key
hotel)
Earthquakes Way
Bradley
Champions Drive
Champion
Parkway
Coleman Ave
Aviation Ave
Champions Way
Brokaw Road
Verizon
Campus
Parking Structures
CTMP for West Portal Early Works Revision Number: 02 Date: 04/10/2023
APPENDIX D
TRAFFIC OPERATION DATA AND ANALYSIS
D-1 LOS RESULTS SUMMARY TABLES
Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
A1 Brokaw Rd
Existing 2023
Approach Volume 110 22 106 27 6 19 18 317 33 217 978 164 252 13 375 160 29 12 10 1308 51 250 473 45 % Heavy Vehicles 9 9 9 0 0 0 11 11 11 4 4 4 0 0 0 1 1 1 1 1 1 2 2 2 Turn Bay Length (Ft) 250 100 150 320 250 100 150 320
95th % Queue (Ft) #233 89 61 38 48 141 0 307 375 #423 265 217 49 30 #924 0 #450 126 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 110 22 110 27 6 19 18 317 33 221 978 164 252 13 379 160 29 12 10 1308 51 254 473 45 % Heavy Vehicles 9 9 11 0 0 0 11 11 11 7 4 4 0 0 1 1 1 1 1 1 1 2 2 2 95th % Queue (Ft) #233 90 61 38 48 143 0 311 377 #423 270 217 49 30 #924 0 #458 124 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 110 22 115 27 6 19 18 317 33 226 978 164 252 13 385 160 29 12 10 1308 51 259 473 45 % Heavy Vehicles 9 9 15 0 0 0 11 11 11 9 4 4 0 0 2 1 1 1 1 1 1 4 2 2 95th % Queue (Ft) #233 92 61 38 48 146 0 316 377 #423 279 217 49 30 #924 0 #473 121 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 285 23 150 27 6 20 19 496 33 222 1113 167 275 14 364 163 29 12 10 1466 227 298 665 46 % Heavy Vehicles 9 9 8 0 0 0 11 11 11 4 4 4 0 0 0 1 1 1 1 1 1 2 2 2 95th % Queue (Ft) 240 240 46 46 46 0 46 160 0 244 65 m124 m127 347 149 151 0 30 #636 114 #592 266 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 285 23 154 27 6 20 19 496 33 226 1113 167 275 14 368 163 29 12 10 1466 227 303 665 46 % Heavy Vehicles 9 9 8 0 0 0 11 11 11 4 4 4 9 9 9 0 0 0 11 11 11 4 4 4 95th % Queue (Ft) 243 243 48 46 46 0 46 161 0 245 65 m104 m108 254 149 151 0 30 #680 118 #626 269 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 285 23 159 27 6 20 19 496 33 231 1113 167 275 14 373 163 29 12 10 1466 227 308 665 46 % Heavy Vehicles 9 9 11 0 0 0 11 11 11 4 4 4 9 9 9 0 0 0 11 11 11 4 4 4 95th % Queue (Ft) 197 195 46 46 46 0 46 162 0 320 137 m128 m131 392 149 151 0 30 #680 118 #604 124 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
AM PM
81.8 62.6 20.5 32.6 96.6
F
37.7 D 100.7 F
69.0 66.3 26.2 13.7 17.6
67.1 99.0 117.0
F E C C F E F
101.8 121.3
C
27.3 C 52.8 D
61.8 66.3 26.7 12.9 19.5
60.3 28.5 79.8
E E C B B E E
C
25.7 C 69.5 E
61.3 66.3 27.3 16.3 17.8
60.4 115.8 26.0
E E C B B E F
C
27.8 C 68.6 E
60.4 115.8 24.3
E E C B B E F
F E C D F E F F
81.3 62.4 20.7 36.8 96.7 67.0
106.1 131.8
F E C D F E F F
40.5 D 103.1 F
80.8 62.2 21.0 40.8 96.8 66.9
43.2 D 107.8 F
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
AM PM
A2 Champions Way
Existing 2023
Approach Volume 5 5 453 6 2 1352 5 5 1952 6 9 773
% Heavy Vehicles 0 0 6 6 3 3 0 0 1 1 3 3
Turn Bay Length (Ft) 250 250
95th % Queue (Ft) 20 15 58 m3 289 18 14 m411 m27 0
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 5 5 457 6 2 1356 5 5 1956 6 6 777
% Heavy Vehicles 0 0 7 6 3 3 0 0 1 1 3 3
95th % Queue (Ft) 20 15 58 m3 280 18 14 m403 m27 0
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 5 5 462 6 2 1361 5 5 1961 6 9 782
% Heavy Vehicles 0 0 8 6 3 4 0 0 1 1 3 4
95th % Queue (Ft) 20 15 59 m3 286 18 14 m399 m27 0
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 106 5 912 6 116 1231 83 5 2080 6 330 928 % Heavy Vehicles 0 0 3 6 3 3 0 0 1 1 3 2
95th % Queue (Ft) 161 13 94 177 342 #145 14 m137 421 117 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 106 5 916 6 116 1236 83 5 2084 6 330 932 % Heavy Vehicles 0 0 3 6 3 4 0 0 1 1 3 3
95th % Queue (Ft) 161 13 91 169 177 #145 14 m147 418 113 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 106 5 921 6 116 1241 83 5 2089 6 330 937 % Heavy Vehicles 0 0 4 6 3 4 0 0 1 1 3 3
95th % Queue (Ft) 161 13 116 193 2 #145 14 m138 426 182 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
A A
70.7 0.2 0.3 64.5
13.0 B 8.1 A
75.2 14.7 6.6 79.9
0.7 15.3
E B A E A B
75.2 14.7 6.6 79.9
12.9 B 8.5 A
75.2 0.4 6.3 79.9
0.3 17.0
E B A E A B
7.2 A 8.4 A
0.3 17.0
E A A E A B
0.2 1.0
E A A E A A
70.7 0.3 0.3 64.5
0.7 A 0.6 A
0.2 1.0
E A A E
0.2 1.0
E A A E A A
0.7 A 0.6 A
70.7 0.3 0.3 64.5
0.7 A 0.6 A
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
AM PM
A3 Aviation Ave
Existing 2023
Approach Volume 6 0 12 9 0 11 20 412 14 9 1388 41 17 0 12 41 0 10 64 1846 2 3 689 15 % Heavy Vehicles 22 22 22 5 5 5 5 5 5 2 2 2 3 3 3 2 2 2 1 1 1 2 2 2 Turn Bay Length (Ft) 225 225 75 200 375 500 225 225 75 200 375 500 95th % Queue (Ft) 13 17 19 28 0 54 47 m10 744 35 27 28 18 #97 0 m95 241 6 198 3 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 6 0 12 9 0 11 20 416 14 9 1392 41 17 0 12 41 0 10 64 1850 2 3 693 15 % Heavy Vehicles 22 22 22 5 5 5 5 6 5 2 3 2 3 3 3 2 2 2 1 1 1 2 3 2 95th % Queue (Ft) 13 17 19 28 0 55 49 m10 746 34 27 28 18 #97 0 m95 242 6 199 3 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 6 0 12 9 0 11 20 421 14 9 1397 41 17 0 12 41 0 10 64 1855 2 3 698 15 % Heavy Vehicles 22 22 22 5 5 5 5 7 5 2 3 2 3 3 3 2 2 2 1 1 1 2 4 2 95th % Queue (Ft) 13 17 19 28 0 54 50 m10 750 35 27 28 18 #97 0 m95 244 6 199 3 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 23 0 49 9 0 11 21 743 141 268 1370 42 133 0 248 42 0 10 66 1947 26 52 1045 16 % Heavy Vehicles 22 22 22 5 5 5 5 3 5 2 2 2 3 3 3 2 2 2 1 1 1 2 2 2 95th % Queue (Ft) 34 36 52 28 0 40 383 193 532 24 96 98 #188 72 0 m81 191 51 342 0 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 23 0 49 9 0 11 21 747 141 268 1374 42 133 0 248 42 0 10 66 1951 26 52 1049 16 % Heavy Vehicles 22 22 22 5 5 5 5 3 5 2 3 2 3 3 3 2 2 2 1 1 1 2 3 2 95th % Queue (Ft) 34 36 52 28 0 39 385 196 208 6 96 100 #190 72 0 m76 6 50 340 0 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 23 0 49 9 0 11 21 751 141 268 1379 42 133 0 248 42 0 10 66 1956 26 52 1055 16 % Heavy Vehicles 22 22 22 5 5 5 5 4 5 2 3 2 3 3 3 2 2 2 1 1 1 2 4 2 95th % Queue (Ft) 34 36 52 28 0 55 110 177 11 0 96 100 #190 72 0 m73 0 45 615 1 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
E F A
71.5 72.3 6.1 17.5 61.2
C
23.8 C 20.6 C
63.8 70.3 28.2 17.1 50.2
54.2 13.5 22.0
E C B D D B
63.8 70.3 28.0 19.3 49.9
C
22.5 C 18.9 B
63.8 70.3 10.5 15.8 50.2
54.2 6.0 30.3
E E C B D D A
D
15.7 B 22.1 C
54.2 7.0 38.6
E E B B D D A
8.1 8.4
E E A B E F A A
71.5 72.3 6.1 17.7 61.2 102.0
A
16.0 B 10.6 B
102 8.2 8.5
E E A B
8.0 8.2
E E A B E F A A
16.1 B 10.5 B
71.5 72.3 6.0 17.9 61.2 102.0
16.2 B 10.4 B
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
AM PM
A4 Earthquakes Way
Existing 2023
Approach Volume 6 26 429 4 54 1523 10 87 1896 5 28 714
% Heavy Vehicles 3 3 7 7 3 3 1 1 1 1 3 3
Turn Bay Length (Ft) 225 250 225 250
95th % Queue (Ft) 13 20 162 m54 21 21 34 417 28 33
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 6 26 434 4 54 1527 10 87 1900 5 28 718
% Heavy Vehicles 3 3 8 7 3 3 1 1 1 1 3 3
95th % Queue (Ft) 13 20 164 m54 21 21 34 418 28 33
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 6 26 439 4 54 1532 10 87 1905 5 28 723
% Heavy Vehicles 3 3 9 7 3 4 1 1 2 1 3 4
95th % Queue (Ft) 13 20 166 m54 21 21 34 418 30 33
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 6 26 797 4 55 1768 10 88 2234 5 29 1120 % Heavy Vehicles 3 3 4 7 3 3 1 1 1 1 3 2
95th % Queue (Ft) 13 20 351 m56 16 21 34 133 34 61
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 6 26 801 4 55 1772 10 88 2238 5 29 1124 % Heavy Vehicles 3 3 4 7 3 3 1 1 1 1 3 2
95th % Queue (Ft) 13 20 28 m56 8 21 34 842 34 96
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 6 26 806 4 55 1777 10 88 2243 5 29 1129 % Heavy Vehicles 3 3 5 7 3 4 1 1 2 1 3 2
95th % Queue (Ft) 13 20 161 m51 34 21 35 762 29 161
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
A A
59.6 5.1 3.5 53.0
4.3 A 3.7 A
59.6 1.4 2.8 53.0
1.8 3.2
E A A D A A
59.6 4.5 3.2 53.0
3.1 A 5.1 A
59.6 6.1 3.5 53.0
3.6 3.9
E A A D A A
5.0 A 10.8 B
12.6 3.7
E A A D B A
8.1 3.5
E A A D A A
59.6 5.0 3.5 53.0
4.7 A 8.4 A
8.1 3.5
E A A D
8.1 3.5
E A A D A A
4.7 A 8.4 A
59.6 5.0 3.5 53.0
4.7 A 8.5 A
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
AM PM
A5 Newhall Dr
Existing 2023
Approach Volume 78 0 163 1 1 0 0 380 67 227 1474 3 62 0 357 2 0 0 3 1888 147 337 683 1 % Heavy Vehicles 3 3 3 0 0 0 5 5 5 2 2 2 1 1 1 50 50 50 1 1 1 2 2 2 Turn Bay Length (Ft) 175 175 200 175 175 200
95th % Queue (Ft) 125 20 7 5 31 118 504 91 39 11 m4 175 212 52 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 78 0 173 1 1 0 0 385 67 238 1478 3 62 0 367 2 0 0 3 1892 147 347 387 1 % Heavy Vehicles 3 3 9 0 0 0 5 6 5 7 3 2 1 1 4 50 50 50 1 1 1 3 3 2 95th % Queue (Ft) 125 20 7 5 31 127 509 91 41 11 m4 175 218 52 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 78 0 189 1 1 0 0 390 67 253 1483 3 62 0 383 2 0 0 3 1897 147 362 693 1 % Heavy Vehicles 3 3 17 0 0 0 5 7 5 13 3 2 1 1 8 50 50 50 1 1 1 7 4 2 95th % Queue (Ft) 125 21 7 5 31 141 513 90 46 11 m4 178 227 53 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 79 0 166 1 1 0 0 747 69 232 1718 3 63 0 364 2 0 0 3 2226 150 343 1089 1 % Heavy Vehicles 3 3 3 0 0 0 5 3 5 2 2 2 1 1 1 50 50 50 1 1 1 2 1 2 95th % Queue (Ft) 129 20 7 5 19 147 547 95 43 11 m4 #913 195 117 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 79 0 177 1 1 0 0 751 69 242 1722 3 63 0 374 2 0 0 3 2230 150 354 1093 1 % Heavy Vehicles 3 3 10 0 0 0 5 3 5 3 3 3 1 1 4 50 50 50 1 1 1 3 2 3 95th % Queue (Ft) 129 21 7 5 63 177 329 94 47 11 m4 #928 175 61 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 79 0 192 1 1 0 0 756 69 258 1727 3 63 0 390 2 0 0 3 2235 150 369 1098 1 % Heavy Vehicles 3 3 19 0 0 0 5 4 5 4 4 4 1 1 8 50 50 50 1 1 1 5 2 5 95th % Queue (Ft) 129 21 7 5 202 175 243 93 52 11 m4 #958 239 154 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
D E B
47.8 66.2 6.5 13.3 37.1
B
13.7 B 17.2 B
46.8 66.2 2.5 13.0 35.3
66.9 16.0 13.5
D E A B D E B
47.4 66.2 4.5 13.2 36.2
B
13.1 B 19.9 B
45.8 66.2 15.4 12.9 34.0
66.9 20.7 13.8
D E A B D E C
B
16.5 B 31.0 C
66.9 39.0 17.0
D E B B C E D
17.1 18.8
D E A B D E B B
47.0 66.2 6.7 13.7 36.5 66.9
B
15.5 B 19.5 B
66.9 16.2 18.9
D E A B
19.6 18.8
D E A B C E B B
15.8 B 20.0 B
45.4 66.2 7.2 14.0 34.6 66.9
16.2 B 21.3 C
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
AM PM
A6 Airport Blvd
Existing 2023
Approach Volume 57 120 54 353 1598 352 89 92 89 1444 946 274 % Heavy Vehicles 4 4 5 5 2 2 6 6 1 1 2 2
Turn Bay Length (Ft) 500 300 250 500 300 250
95th % Queue (Ft) 53 165 53 12 159 0 68 88 m58 15 168 56 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 57 120 54 367 1613 352 89 92 89 1459 960 274 % Heavy Vehicles 4 4 5 8 3 2 6 6 1 2 3 2
95th % Queue (Ft) 53 165 53 12 173 0 68 89 m58 16 180 55 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 57 120 54 388 1633 352 89 92 89 1479 980 274 % Heavy Vehicles 4 4 5 13 4 2 6 6 1 3 5 2
95th % Queue (Ft) 53 166 54 13 191 0 68 92 m57 16 194 m50 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 58 147 71 605 1821 359 90 110 116 1664 1337 280 % Heavy Vehicles 4 4 5 3 1 2 6 6 1 1 1 2
95th % Queue (Ft) 53 193 63 47 86 0 69 135 m60 297 85 0 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 58 147 71 620 1836 359 90 110 116 1679 1352 280 % Heavy Vehicles 4 4 5 4 3 2 6 6 1 1 2 2
95th % Queue (Ft) 53 193 65 11 89 0 69 135 m66 m178 88 0 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 58 147 71 641 1856 359 90 110 116 1699 1373 280 % Heavy Vehicles 4 4 5 8 4 2 6 6 1 2 3 2
95th % Queue (Ft) 53 194 65 10 92 0 69 136 m65 m25 97 3 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
A B
60.2 9.2 15.9 56.4
7.3 A 7.6 A
58.7 7.3 0.2 54.3
8.0 0.2
E B A D A A
58.6 10.7 0.2 54.3
6.4 A 7.6 A
58.6 10.4 0.2 54.3
8.0 0.2
E A A D A A
7.1 A 7.5 A
8.0 0.2
E B A D A A
6.8 19.8
E A B E A B
60.2 8.9 16.1 56.4
18.3 B 14.7 B
6.8 19.6
E A B E
6.8 20.0
E A B E A C
18.2 B 14.8 B
60.2 8.5 16.2 56.4
18.2 B 14.8 B
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
AM PM
A7 I-880 SB Ramp
Existing 2023
Approach Volume 259 272 418 1638 336 263 1540 947
% Heavy Vehicles 7 7 3 2 4 4 1 2
Turn Bay Length (Ft) 500 500
95th % Queue (Ft) 139 308 84 304 198 155 58 178
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 259 287 432 1638 336 277 1554 947
% Heavy Vehicles 7 9 6 2 4 8 2 2
95th % Queue (Ft) 139 329 86 304 198 176 60 178
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 259 307 453 1638 336 298 1575 947
% Heavy Vehicles 7 15 10 2 4 14 3 2
95th % Queue (Ft) 139 #367 89 304 198 #237 62 178
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 264 331 672 1810 342 374 1762 1233
% Heavy Vehicles 7 6 2 2 4 3 1 2
95th % Queue (Ft) 128 377 204 327 148 371 540 120
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 264 345 686 1810 342 389 1776 1233
% Heavy Vehicles 7 7 4 2 4 6 2 2
95th % Queue (Ft) 125 391 71 227 146 392 269 127
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 264 366 666 1810 342 410 1797 1233
% Heavy Vehicles 7 12 7 2 4 10 3 2
95th % Queue (Ft) 98 330 109 208 142 422 182 223
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
F A
58.1 0.1 0.4
A
10.6 B 11.1 B
51.9 0.2 0.8
46.0 0.8 5.6
D A A D A
52.3 0.1 0.8
A
10.7 B 11.5 B
50.8 0.2 0.9
45.5 0.9 6.5
D A A D A
A
10.9 B 9.6 A
44.7 1.1 0.5
D A A D A
0.3 0.2
E A A F A A
58.5 0.1 0.5 120.3
A
12.2 B 19.8 B
101.0 0.3 0.2
E A A
0.3 0.2
E A A F A A
12.5 B 23.9 C
59.9 0.1 0.5 154.1
13.1 B 31.2 C
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
AM PM
A8 I-880 / McKendrie St.
Existing 2023
Approach Volume 11 152 611 142 465 29 1150 343 8 146 415 454 1354 13 799 368 % Heavy Vehicles 0 1 1 5 5 5 3 3 0 1 1 1 1 1 1 1
Turn Bay Length (Ft) 425 150 425 150
95th % Queue (Ft) 0 108 209 108 12 160 47 0 104 51 241 182 123 31 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 11 152 611 156 465 29 1150 343 8 146 415 468 1354 13 799 368 % Heavy Vehicles 0 1 1 13 5 5 3 3 0 1 1 4 1 1 1 1
95th % Queue (Ft) 0 108 209 118 12 160 47 0 104 51 254 193 123 31 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 11 152 611 176 465 29 1150 343 8 146 415 489 1354 13 799 368 % Heavy Vehicles 0 1 1 23 5 5 3 3 0 1 1 8 1 1 1 1
95th % Queue (Ft) 0 108 209 128 13 160 47 0 104 51 270 183 123 31 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 11 155 684 241 624 29 1251 349 8 149 531 539 1496 14 976 375 % Heavy Vehicles 0 1 1 4 5 5 3 3 0 1 1 1 1 1 1 1
95th % Queue (Ft) 0 113 182 174 114 207 78 0 103 52 315 257 307 250 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 11 155 684 256 624 29 1251 349 8 149 531 553 1496 14 976 375 % Heavy Vehicles 0 1 1 8 5 5 3 3 0 1 1 3 1 1 1 1
95th % Queue (Ft) 0 113 162 180 124 337 144 0 103 52 332 286 308 250 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 11 155 684 277 624 29 1521 349 8 149 531 574 1496 14 976 375 % Heavy Vehicles 0 1 1 15 5 5 3 3 0 1 1 6 1 1 1 1
95th % Queue (Ft) 0 113 144 194 135 371 210 0 103 52 344 150 178 66 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
B B
66.4 58.7 18.1 11.7 64.2 53.1
25.9 C 24.8 C
67.7 59.2 20.6 9.6 64.2 52.0
15.5 24.9
E E B B E D B C
67.3 59.3 18.8 12.1 64.2 52.0
25.1 C 25.7 C
68.0 58.5 20.2 13.1 64.2 52.0
16.6 26.0
E E C A E D B C
26.5 C 23.4 C
18.3 16.5
E E C B E D B B
15.7 14.3
E E B B E D B B
66.4 58.7 19.2 12.0 64.2 53.1
25.7 C 21.1 C
15.7 13.8
E E B B E D
15.6 14.8
E E C B E D B B
26.0 C 21.2 C
66.3 58.7 20.3 12.6 64.2 53.1
26.5 C 21.3 C
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
AM PM
A9 Hedding
Existing 2023
Approach Volume 242 185 101 59 251 296 139 335 141 83 952 48 146 354 125 74 277 376 217 1168 126 83 681 53 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 1 1 1 1 1 1 2 2 2 2 2 2 Turn Bay Length (Ft) 350 500 250 125 350 500 250 125
95th % Queue (Ft) 163 134 108 260 #114 135 137 496 102 237 #133 269 113 509 #144 384 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 242 185 101 59 251 296 139 335 141 83 952 48 146 354 125 74 277 376 217 1168 126 83 681 53 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 1 1 1 1 1 1 2 2 2 2 2 2 95th % Queue (Ft) 163 134 108 260 #113 136 137 496 102 237 #133 269 115 509 #144 384 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 242 185 101 59 251 296 139 335 141 83 952 48 146 354 125 74 277 376 217 1168 126 83 681 53 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 1 1 1 1 1 1 2 2 2 2 2 2 95th % Queue (Ft) 163 134 108 260 #113 138 137 496 102 237 #133 269 118 509 #144 384 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 254 188 103 60 256 311 154 465 156 84 1034 49 161 361 128 76 283 397 234 1284 139 84 828 54 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 1 1 1 1 1 1 2 2 2 2 2 2 95th % Queue (Ft) #189 144 110 268 122 149 141 572 113 254 123 282 158 297 134 453 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 254 188 103 60 256 311 154 465 156 84 1034 49 161 361 128 76 283 397 234 1284 139 84 828 54 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 1 1 1 1 1 1 2 2 2 2 2 2 95th % Queue (Ft) #189 144 110 268 109 116 141 572 113 254 123 282 159 295 134 453 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 254 188 103 60 256 311 154 465 156 84 1034 49 161 361 128 76 283 397 234 1284 139 84 828 54 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 1 1 1 1 1 1 2 2 2 2 2 2 95th % Queue (Ft) #189 144 110 268 113 139 141 572 113 254 123 282 163 353 134 453 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
E D A
62.1 64.6 21.6 23.5 55.2
C
36.6 D 44.7 D
65.9 64.4 17.7 25.4 58.4
52.6 46.9 29.3
E E B C E D D
65.9 64.4 17.7 25.4 58.4
C
36.6 D 44.7 D
65.9 64.4 37.4 25.5 58.4
52.6 46.9 29.3
E E B C E D D
C
41.2 D 29.1 C
52.6 11.0 29.1
E E D C E D B
9.9 28.7
E E C C E D A C
62.1 64.6 21.6 23.5 55.2 53.7
C
37.0 D 28.5 C
53.7 9.9 28.7
E E C C
9.9 28.7
E E C C E D A C
37.0 D 28.5 C
62.1 64.6 21.6 23.5 55.2 53.7
37.0 D 28.5 C
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
AM PM
A10 (B7) Costco & Brokaw
Existing 2023 (Stop Controlled)
Approach Volume 1 11 34 218 3 215 3 51 12 315 563 9
% Heavy Vehicles 0 50 4 4 2 2 2 2 1 1 1 1
Turn Bay Length (Ft) 75 75
95th % Queue (Ft) 0 0 0 0 27 27 0 0 0 0 131 131
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023 (Stop Controlled)
Approach Volume 1 15 38 218 215 3 3 55 16 315 563 9
% Heavy Vehicles 0 63 30 4 2 2 2 7 31 1 1 1
95th % Queue (Ft) 0 0 0 0 28 28 0 0 0 0 135 135
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023 (Stop Controlled)
Approach Volume 1 20 43 218 215 3 3 60 21 315 563 9
% Heavy Vehicles 0 75 38 4 2 2 2 15 48 1 1 1
95th % Queue (Ft) 0 0 0 0 28 28 0 0 0 0 139 139
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024 (Signalized)
Approach Volume 1 86 0 43 52 223 219 5 3 0 0 147 3 90 0 170 85 321 496 31 9 0 0 77 % Heavy Vehicles 0 7 2 2 3 4 2 2 2 2 2 2 2 1 2 2 1 1 1 2 1 2 2 2 95th % Queue (Ft) 3 46 m5 0 159 0 8 94 m54 122 522 0
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024 (Signalized)
Approach Volume 1 90 0 43 56 223 219 5 3 0 0 147 3 95 0 170 89 321 496 31 9 0 0 77 % Heavy Vehicles 0 14 2 2 15 4 2 2 2 2 2 2 0 4 2 2 6 4 1 2 2 2 2 2 95th % Queue (Ft) 3 48 m22 280 159 0 8 98 m47 m162 522 0 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024 (Signalized)
Approach Volume 1 96 0 43 61 223 219 5 3 0 0 147 3 100 0 170 95 321 496 31 9 0 0 77 % Heavy Vehicles 0 19 2 2 22 4 2 2 2 2 2 2 0 9 2 2 11 4 2 2 2 2 2 2 95th % Queue (Ft) 3 51 m33 138 158 0 8 103 m50 m170 524 0 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
C
0.6 0.0 10.2 0.4 0.0
19.4 B 47.0 D
9.3 4.1 34.1 36.4 20.1 44.3
51.7 73.1
A A C D B D D E
9.2 3.8 34.1 36.4 20.2 43.5
47.3 D
9.5 21.4 33.6 36.3 20.3 45.3
51.7 73.1
A A C D C D D E
26.2 C 47.6 D
51.7 73.1
A C C D C D D E
19.4 B
16.6 B C
0.4 0.0 10.3 0.4 0.0
4.6 A 9.8 A
16.2 B
4.5 A 10.1 A
17.1 B C
4.6 A 9.9 A
0.3 0.0 10.4 0.4 0.0
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
A1 Brokaw Rd
Existing 2023
Approach Volume 244 16 292 54 15 30 33 515 41 310 472 95 300 13 397 57 21 23 24 377 115 315 308 75 % Heavy Vehicles 1 1 1 2 2 2 5 5 5 4 4 4 0 0 0 1 1 1 1 1 1 0 0 0 Turn Bay Length (Ft) 250 100 150 320 250 100 150 320
95th % Queue (Ft) #423 69 83 35 58 267 0 #502 167 #493 66 100 45 54 232 0 #493 115 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 244 16 296 54 15 30 33 515 41 314 472 95 300 13 401 57 21 23 24 377 115 319 308 75 % Heavy Vehicles 1 1 3 2 2 2 5 5 5 2 4 4 0 0 1 1 1 1 1 1 1 0 0 0 95th % Queue (Ft) #423 69 83 35 58 267 0 #507 167 #493 66 100 45 54 232 0 #504 115 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 244 16 301 54 15 30 33 515 41 319 472 95 300 13 406 57 21 23 24 377 115 324 308 75 % Heavy Vehicles 1 1 5 2 2 2 5 5 5 3 4 4 0 0 2 1 1 1 1 1 1 3 0 0 95th % Queue (Ft) #423 71 83 35 58 267 0 #516 167 #493 67 100 45 54 232 0 #521 115 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 422 16 340 55 15 31 34 699 42 278 598 97 324 13 387 58 21 23 24 518 293 365 497 77 % Heavy Vehicles 0 1 2 2 2 2 5 4 0 1 5 4 0 0 0 1 1 1 1 0 0 0 0 0 95th % Queue (Ft) 202 201 157 #70 #72 0 58 228 0 #383 187 166 166 185 69 69 0 48 174 66 #566 159 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 422 16 344 55 15 31 34 699 42 283 598 97 324 13 391 58 21 23 24 518 293 369 497 77 % Heavy Vehicles 0 1 3 2 2 2 5 4 0 2 5 4 0 0 1 1 1 1 1 0 0 1 0 0 95th % Queue (Ft) 202 201 160 #70 #72 0 58 228 0 #390 187 166 166 189 69 69 0 48 174 66 #576 159 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 422 16 349 55 15 31 34 699 42 288 598 97 324 13 396 58 21 23 24 518 293 374 497 77 % Heavy Vehicles 0 1 4 2 2 2 5 4 0 4 5 4 0 0 2 1 1 1 1 0 0 3 0 0 95th % Queue (Ft) 202 201 165 #70 #72 0 58 228 0 #404 187 166 166 195 69 69 0 48 174 66 #589 159 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
44 43.5 44.6
F D C F E D D
Weekday Mid-Day (MD) Weekend Mid-Day (WEMD)
145.4 43.2 32.3 118.1 57.7
44.4 44.3 45.7
F D C F E D D
D
98.2 F 49.4 D
144.9 43.1 32.6 118.5 58.8
45.2 45.8 48
F D C F E D D
D
98.4 F 50.4 D
144.3 43.0 32.9 125.1 61.6
40.5 29.4 62.9
C D C C C D C
D
101.1 F 52.6 D
26.4 43.9 29.1 24.3 25.1
40.7 29.5 66.9
C D C C C D C
E
27.1 C 40.7 D
26.4 43.9 29.1 25 24.9
40.8 29.7 74.5
C D C C C D C
E
27.3 C 42.2 D
26.4 43.9 29.1 26.3 24.9
E
27.8 C 45 D
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
Weekday Mid-Day (MD) Weekend Mid-Day (WEMD)
A2 Champions Way
Existing 2023
Approach Volume 4 0 866 4 2 824
% Heavy Vehicles 0 0 0 0 1 1
Turn Bay Length (Ft) 250
95th % Queue (Ft) 10 158 7 43
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 4 0 870 4 2 828
% Heavy Vehicles 0 0 1 0 1 1
95th % Queue (Ft) 10 160 7 43
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 4 0 875 4 2 833
% Heavy Vehicles 0 0 1 0 1 2
95th % Queue (Ft) 10 162 7 44
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 4 0 973 4 2 1299
% Heavy Vehicles 0 0 0 0 1 0
95th % Queue (Ft) 10 109 7 74
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 4 0 977 4 2 1304
% Heavy Vehicles 0 0 1 0 1 1
95th % Queue (Ft) 10 110 7 75
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 4 0 982 4 2 1309
% Heavy Vehicles 0 0 1 0 1 1
95th % Queue (Ft) 10 111 7 75
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
4.8 1.7
D A A
39.5 4.9 1.7
D A A
3.4 A
39.5 4.9 1.7
D A A
3.4 A
39.5 4 2.0
D A A
3.4 A
39.5 4 2.0
D A A
2.9 A
39.5 4.1 2.0
D A A
2.9 A
39.5 2.9 A
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
Weekday Mid-Day (MD) Weekend Mid-Day (WEMD)
A3 Aviation Ave
Existing 2023
Approach Volume 1 0 2 14 0 7 33 866 1 3 764 25
% Heavy Vehicles 0 0 0 5 5 5 0 0 0 1 1 1
Turn Bay Length (Ft) 225 225 75 0 200 0 375 500
95th % Queue (Ft) 5 3 22 0 42 138 4 201 0
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 1 0 2 14 0 7 33 870 1 3 768 25
% Heavy Vehicles 0 0 0 5 5 5 0 1 0 1 1 1
95th % Queue (Ft) 5 3 22 0 42 139 4 203 0
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 1 0 2 14 0 7 33 875 1 3 773 25
% Heavy Vehicles 0 0 0 5 5 5 0 1 0 1 2 1
95th % Queue (Ft) 5 3 22 0 42 140 4 205 0
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 117 0 238 14 0 7 34 949 26 52 1122 26
% Heavy Vehicles 0 0 0 5 5 5 0 0 0 0 1 1
95th % Queue (Ft) 65 66 #121 22 0 44 168 30 #361 0
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 117 0 238 14 0 7 34 953 26 52 1126 26
% Heavy Vehicles 0 0 0 5 5 5 0 1 0 0 1 1
95th % Queue (Ft) 65 66 #121 22 0 44 169 30 #365 0
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 117 0 238 14 0 7 34 958 26 52 1131 26
% Heavy Vehicles 0 0 0 5 5 5 0 1 0 0 1 1
95th % Queue (Ft) 65 66 #121 22 0 44 171 30 #387 0
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
38.3 6.8 6.6
C D A
34.4 38.3 6.8 6.6
C D A
A
7.1 A
34.4 38.3 6.8 6.6
C D A
A
7.2 A
34.4 35.8 14.1 15.3
C D B
A
7.2 A
30.7 35.8 14.1 15.3
C D B
B
17.1 B
30.7 35.8 14.1 15.4
C D B
B
17.1 B
30.7 B
17.1 B
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
Weekday Mid-Day (MD) Weekend Mid-Day (WEMD)
A4 Earthquakes Way
Existing 2023
Approach Volume 5 22 815 17 38 824
% Heavy Vehicles 0 0 0 0 1 1
Turn Bay Length (Ft) 225 0 0 250
95th % Queue (Ft) 8 13 90 20 50
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 5 22 819 17 38 828
% Heavy Vehicles 0 0 1 0 1 1
95th % Queue (Ft) 8 13 90 20 51
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 5 22 824 17 38 833
% Heavy Vehicles 0 0 2 0 1 2
95th % Queue (Ft) 8 13 91 20 51
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 5 22 1132 17 39 1232
% Heavy Vehicles 0 0 0 0 1 1
95th % Queue (Ft) 7 10 245 27 210
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 5 22 1136 17 39 1236
% Heavy Vehicles 0 0 1 0 1 1
95th % Queue (Ft) 7 10 247 27 210
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 5 22 1141 17 39 1241
% Heavy Vehicles 0 0 1 0 1 1
95th % Queue (Ft) 7 10 248 27 212
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
4.4 3.3
C A A
30.5 4.4 3.3
C A A
4.2 A
30.5 4.4 3.3
C A A
4.3 A
30.5 5.9 4.2
C A A
4.3 A
29.8 6.0 4.2
C A A
5.3 A
29.8 6.0 4.2
C A A
5.3 A
29.8 5.3 A
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
Weekday Mid-Day (MD) Weekend Mid-Day (WEMD)
A5 Newhall Dr
Existing 2023
Approach Volume 97 0 346 1 0 0 6 790 139 388 845 2 94 0 373 0 0 1 1 774 100 411 779 1 % Heavy Vehicles 2 2 2 0 0 0 4 4 4 3 3 3 1 1 1 0 0 0 1 1 1 1 1 1 Turn Bay Length (Ft) 175 175 200 175 0 0 0 175 0 200 0
95th % Queue (Ft) #156 42 6 18 263 #296 223 #149 38 0 6 244 #314 203 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 97 0 356 1 0 0 6 794 139 398 849 2 94 0 383 0 0 1 1 778 100 421 783 1 % Heavy Vehicles 2 2 5 0 0 0 4 5 4 3 5 3 1 1 3 0 0 0 1 1 1 3 1 1 95th % Queue (Ft) #156 45 6 18 264 #305 226 #158 39 0 6 246 #313 201 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 97 0 371 1 0 0 6 799 139 413 854 2 94 0 398 0 0 1 1 783 100 436 788 1 % Heavy Vehicles 2 2 8 0 0 0 4 5 4 7 5 3 1 1 7 0 0 0 1 2 1 6 2 1 95th % Queue (Ft) #165 49 6 18 266 #311 224 #168 43 0 6 248 #319 200 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 99 0 353 1 0 0 6 1165 142 396 1077 2 96 0 380 0 0 1 1 1090 102 419 1235 1 % Heavy Vehicles 2 2 2 0 0 0 4 3 4 3 3 3 1 1 1 0 0 0 1 1 1 1 1 1 95th % Queue (Ft) #170 48 6 18 #432 #291 291 #107 52 0 5 216 #208 193 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 99 0 363 1 0 0 6 1169 142 406 1081 2 96 0 391 0 0 1 1 1094 102 429 1239 1 % Heavy Vehicles 2 2 5 0 0 0 4 3 4 3 4 3 1 1 3 0 0 0 1 1 1 3 1 1 95th % Queue (Ft) #170 51 6 18 #435 #300 293 #107 55 0 5 217 #217 193 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 99 0 368 1 0 0 6 1174 142 421 1086 2 96 0 406 0 0 1 1 1100 102 445 1244 1 % Heavy Vehicles 2 2 9 0 0 0 4 4 4 7 4 3 1 1 7 0 0 0 1 1 1 6 1 1 95th % Queue (Ft) #179 52 6 18 #441 #306 291 #116 59 0 5 219 #218 189 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
36.6 15.4 39.9
C D B C C D B
25.9 43 16.2 34.5 23.0
36.7 15.7 34.7
C D B D C D B
D
26.5 C 28.3 C
25.9 43 16.3 37.5 23.4
36.9 16.0 31.9
C D B D C D B
C
28.0 C 26 C
26.3 43.1 16.6 35.1 23.9
37.7 15.3 24.8
C D B C C D B
C
27.1 C 25 C
26.5 43.1 18.6 25.0 23.2
37.7 15.4 28.3
C D B C C D B
C
22.7 C 21.2 C
26.6 43.1 18.7 27.0 23.1
38 15.7 26.3
C D B C C D B
C
23.6 C 23.0 C
27.5 43.2 18.9 26.0 23.6
C
23.4 C 22.2 C
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
Weekday Mid-Day (MD) Weekend Mid-Day (WEMD)
A6 Airport Blvd
Existing 2023
Approach Volume 71 82 49 704 1087 253
% Heavy Vehicles 2 2 1 1 1 1
Turn Bay Length (Ft) 500 0 300 250
95th % Queue (Ft) 23 37 19 45 94 35
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 71 82 49 718 1101 253
% Heavy Vehicles 2 2 1 3 2 1
95th % Queue (Ft) 23 37 19 46 96 35
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 71 82 49 738 1121 253
% Heavy Vehicles 2 2 1 5 4 1
95th % Queue (Ft) 23 37 19 47 99 35
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 72 91 77 909 1482 258
% Heavy Vehicles 2 2 3 1 0 0
95th % Queue (Ft) 23 41 27 58 134 36
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 72 91 77 923 1496 258
% Heavy Vehicles 2 2 3 2 1 0
95th % Queue (Ft) 23 41 27 60 137 36
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 72 91 77 944 1517 258
% Heavy Vehicles 2 2 3 4 3 0
95th % Queue (Ft) 23 41 27 62 140 36
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
4.8 9.1
B A A
17.1 4.8 9.1
B A A
8.1 A
17.1 4.8 9.2
B A A
8.1 A
17.2 5.2 10.4
B A B
8.1 A
17.6 5.2 10.5
B A B
8.9 A
17.6 5.2 10.6
B A B
9.0 A
17.7 9.0 A
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
Weekday Mid-Day (MD) Weekend Mid-Day (WEMD)
A7 I-880 SB Ramp
Existing 2023
Approach Volume 195 254 677 1014
% Heavy Vehicles 1 1 1 1
Turn Bay Length (Ft) 0 500
95th % Queue (Ft) 35 95 75 116
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 195 268 691 1014
% Heavy Vehicles 1 6 3 1
95th % Queue (Ft) 35 103 77 116
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 195 288 711 1014
% Heavy Vehicles 1 13 6 1
95th % Queue (Ft) 35 116 79 116
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 199 565 881 1302
% Heavy Vehicles 1 0 1 1
95th % Queue (Ft) 32 #309 107 170
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 199 579 896 1302
% Heavy Vehicles 1 3 2 1
95th % Queue (Ft) 32 #328 109 170
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 199 600 916 1302
% Heavy Vehicles 1 6 5 1
95th % Queue (Ft) 32 #351 113 170
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
14.3 6.6 7.4
B A
14.5 7 7.8
B A
A
8.6 A
14.8 7.7 8.4
B A
A
9.0 A
20.6 13 16
C B
A
9.6 A
23.2 13.5 16.6
C B
B
16.3 B
27.6 14.3 17.4
C B
B
17.4 B
B
19.2 B
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
Weekday Mid-Day (MD) Weekend Mid-Day (WEMD)
A8 I-880 / McKendrie St.
Existing 2023
Approach Volume 5 104 553 282 648 10 604 321
% Heavy Vehicles 0 0 0 1 1 1 1 1
Turn Bay Length (Ft) 0 0 0 425 150
95th % Queue (Ft) 0 43 38 #97 54 85 44
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 5 104 553 296 648 10 604 321
% Heavy Vehicles 0 0 0 5 1 1 1 1
95th % Queue (Ft) 0 43 38 #112 54 85 44
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 5 104 553 316 648 10 604 321
% Heavy Vehicles 0 0 0 11 1 1 1 1
95th % Queue (Ft) 0 43 38 #128 54 85 44
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 5 106 672 364 776 10 777 327
% Heavy Vehicles 0 0 0 0 1 1 0 1
95th % Queue (Ft) 0 44 70 #144 66 110 44
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 5 106 672 378 776 10 777 327
% Heavy Vehicles 0 0 0 4 1 1 0 1
95th % Queue (Ft) 0 44 70 #156 66 110 44
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 5 106 672 399 776 10 777 327
% Heavy Vehicles 0 0 0 9 1 1 0 1
95th % Queue (Ft) 0 44 67 #168 66 112 45
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
11.2 11.5
C C B B
29.1 22.1
12 11.5
C C B B
14.2 B
29.1 22.1
13.7 11.5
C C B B
14.5 B
29.1 22.1
15 12.8
C C B B
15.1 B
29.9 22.6
17.6 12.8
C C B B
16.2 B
29.9 22.6
20.6 12.9
C C C B
17.2 B
29.8 22.6
18.4 B
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
Weekday Mid-Day (MD) Weekend Mid-Day (WEMD)
A9 Hedding
Existing 2023
Approach Volume 92 114 81 49 141 175 97 441 90 79 682 28 % Heavy Vehicles 1 1 1 1 1 1 1 1 1 1 1 1
Turn Bay Length (Ft) 350 0 500 0 250 0 125 0
95th % Queue (Ft) 55 52 #81 65 58 116 #115 263
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023
Approach Volume 92 114 81 49 141 175 97 441 90 79 682 28 % Heavy Vehicles 1 1 1 1 1 1 1 1 1 1 1 1
95th % Queue (Ft) 55 52 #81 65 58 116 #115 263
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023
Approach Volume 92 114 81 49 141 175 97 441 90 79 682 28 % Heavy Vehicles 1 1 1 1 1 1 1 1 1 1 1 1
95th % Queue (Ft) 55 52 #81 65 58 116 #115 263
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024
Approach Volume 107 116 83 50 144 193 111 544 102 81 829 29 % Heavy Vehicles 1 1 1 0 0 0 0 1 0 1 1 1
95th % Queue (Ft) #67 53 #82 75 #67 144 #118 333
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024
Approach Volume 107 116 83 50 144 193 111 544 102 81 829 29 % Heavy Vehicles 1 1 1 0 0 0 0 1 0 1 1 1
95th % Queue (Ft) #67 53 #82 75 #67 144 #118 333
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024
Approach Volume 107 116 83 50 144 193 111 544 102 81 829 29 % Heavy Vehicles 1 1 1 0 0 0 0 1 0 1 1 1
95th % Queue (Ft) #67 53 #82 75 #67 144 #118 333
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
30.7 18.5 20.2
C C B
29.3 30.7 18.5 20.2
C C B
C
22.2 C
29.3 30.7 18.5 20.2
C C B
C
22.2 C
29.3 30.8 18.8 22.3
C C B
C
22.2 C
29.6 30.8 18.8 22.3
C C B
C
23.1 C
29.6 30.8 18.8 22.3
C C B
C
23.1 C
29.6 C
23.1 C
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 Coleman N/S
Approach Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR EBL EBT EBR WBL WBT WBR SBL SBT SBR NBL NBT NBR Intersection
Weekday Mid-Day (MD) Weekend Mid-Day (WEMD)
A10 (B7) Costco & Brokaw
Existing 2023 (Stop Controlled)
Approach Volume 7 38 16 340 516 7 1 15 12 468 683 9
% Heavy Vehicles 9 9 1 1 1 1 6 6 0 0 0 0
Turn Bay Length (Ft) 75 0 75 0 0
95th % Queue (Ft) 1 1 0 0 138 138 0 0 0 0 185 185
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2023 (Stop Controlled)
Approach Volume 7 42 20 340 516 7 1 19 16 468 683 9
% Heavy Vehicles 9 19 20 1 1 1 6 26 31 0 0 0
95th % Queue (Ft) 1 1 0 0 142 142 0 0 0 0 190 190
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2023 (Stop Controlled)
Approach Volume 7 47 25 340 7 516 1 24 21 468 683 9
% Heavy Vehicles 9 28 36 1 1 1 6 42 43 0 0 0
95th % Queue (Ft) 1 1 0 0 147 147 0 0 0 0 198 198
Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Background 2024 (Signalized)
Approach Volume 8 114 0 43 35 347 526 0 7 0 0 150 4 54 0 171 86 477 697 0 9 0 0 77 % Heavy Vehicles 9 4 9 0 0 1 0 0 0 33 33 1 0 2 6 0 0 0 0 0 0 0 0 0 95th % Queue (Ft) 14 82 38 65 280 8 8 46 127 #330 #522 0 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Average Trucks 2024 (Signalized)
Approach Volume 8 118 0 43 39 347 526 0 7 0 0 150 4 58 0 171 90 477 697 0 9 0 0 77 % Heavy Vehicles 9 7 9 0 11 1 0 0 0 33 33 1 0 9 6 0 5 0 0 0 0 0 0 0 95th % Queue (Ft) 14 85 38 69 282 9 8 49 127 #345 #522 0 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
Peak Trucks 2024 (Signalized)
Approach Volume 8 123 0 43 44 347 526 0 7 0 0 150 4 63 0 171 95 477 697 0 9 0 0 77 % Heavy Vehicles 9 11 9 0 21 1 0 0 0 33 33 1 0 16 6 0 10 0 0 0 0 0 0 0 95th % Queue (Ft) 14 89 39 74 284 12 8 52 127 #367 #522 0 Approach Delay (Sec)
Approach LOS
Intersection Delay (Sec) / LOS
19 C C
1.3 0.0 17 0.5 0.0
19.5 C C
9.7 A 11.1 B
1.2 0.0 17.4 0.4 0.0
20.3 C C
9.8 A 11.3 B
1.1 0.0 17.9 0.3 0.0
39.1 46.6
C F D D B F D D
10 A 11.7 B
23.8 89.1 37 43.7 19.9 94.6
39.1 46.6
C F D D B F D D
54.5 D 64.6 E
24 127.9 37 43.7 20.0 111.4
84.7 F 81.9 F
39.1 46.6
C F D D C F D D
68 E 72.4 E
24.3 175.7 37 43.7 20.1 131.7
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 3/30/2023 D-2 FIGURES
List of Figures
D-1 2023 Existing Volumes AM, PM
D-2 2023 Existing Volumes Mid-Day at 3 Int
D-3 2023 Existing Volumes WEMD
D-4 CTMP Project Generated Truck Trips Assignment
D-5 2023 Average Trucks Condition Total Volumes AM, PM
D-6 2023 Average Trucks Condition Total Volumes Mid-Day at 3 Int D-7 2023 Average Trucks Condition Total Volumes WEMD
D-8 2023 Peak Trucks Condition Total Volumes AM, PM
D-9 2023 Peak Trucks Condition Total Volumes Mid-Day at 3 Int D-10 2023 Peak Trucks Condition Total Volumes WEMD
D-11 Gateway Crossings Trip Assignment
D-12 Coleman Highline Trip Generation and Distribution
D-13 Coleman Highline Trip Assignment
D-14 2024 Background Volumes AM/PM
D-15 2024 Background Volumes Mid-Day at 3 Int
D-16 2024 Background Volumes WEMD
D-17 2024 Average Trucks Condition Total Volumes AM/PM
D-18 2024 Average Trucks Condition Total Volumes Mid-Day at 3 Int D-19 2024 Average Trucks Condition Total Volumes WEMD
D-20 2024 Peak Trucks Condition Total Volumes AM/PM
D-21 2024 Peak Trucks Condition Total Volumes Mid-Day at 3 Int D-22 2024 Peak Trucks Condition Total Volumes WEMD
XX (XX) = AM (PM) Peak-Hour
Traffic Volumes
Figure D-8
2023 Peak Trucks Condition Total Volumes AM, PM
I-880 SB OffRamp.
ChampionsWy. Aviation Ave.
Coleman
Ave.
Costco
Dr.
NewhallDr.
Coleman
Ave.
I-880 NBRamps.
BrokawRd.
Coleman
Ave.
Coleman
Ave.
AirportBlvd.
Coleman
Ave.
Coleman
Ave.
BrokawRd.
Coleman
Ave.
Coleman
Ave.
EarthquakesWy.
Coleman
Ave.
HeddingSt.
12 (12) 0 (0) 6 (17)
9 (3)
41 (15)
1397 (698) 11 (10) 0 (0) 9 (41)
20 (64)
14 (2)
421 (1855)
101 (125) 185 (354) 242 (146)
83 (83)
48 (53)
952 (681) 296 (376) 251 (277) 59 (74)
141 (126)
139 (217)
335 (1168)
26 (87) 6 (10)
54 (28)
1532 (723)
4 (5)
439 (1905)
189 (383) 0 (0) 78 (62)
253 (362)
3 (1)
1483 (693) 0 (0) 1 (0) 1 (2)
0 (3)
67 (147)
390 (1897)
115 (385) 22 (13) 110 (252)
226 (259)
164 (45)
978 (473) 19 (12) 6 (29) 27 (160)
33 (51)
18 (10)
317 (1308) 6 (6)
462 (1961)
5 (5) 5 (5)
2 (9)
1361 (782)
176 (489)
29 (13)
465 (1354)
11 (8) 611 (415) 152 (146)
343 (368)
1150 (799) 307 (298) 259 (336)
1638 (947)
453 (1575)
120 (92) 57 (89)
352 (274)
1633 (980)
54 (89)
215 (563)
388 (1479)
3 (9)
20 (60) 1 (3) 218 (315) 43 (21) NTS
D-3 QUEUING ANALYSIS
1 March 23, 2023
Jon Andresen, Jr.
Kiewit Shae Traylor, a Joint Venture
2830 De La Cruz Blvd., Santa Clara, CA 95050
RE: PayPal Park Events – Coleman Ave. & Newhall Dr. Queuing Analysis
1.0 Background
As part of the Contract Package 2 (CP2) West Portal Early Works Construction Transportation Management Plan (CTMP) review, a queuing analysis was requested for the Coleman Ave. & Newhall Dr. intersection to show what impacts, if any, may happen if truck hauling occurs during a weekday evening (Wednesday) or weekend evening (Saturday) PayPal Park event. As part of this request, the intersection was modeled in Trafficware’s Synchro software using current intersection geometrics, event signal timing patterns, and typical event volumes as collected by the City of San Jose. This analysis looks at potential effects to queuing at the intersection, particularly the northbound left and eastbound right turns, during the ingress and egress conditions.
2.0 Assumptions
Several assumptions were necessary to complete the analysis. The assumptions were reviewed by project stakeholders prior to completing the final analysis. Those include:
Ingress activity provided was for 1.5 hours and the egress was 1 hour. Therefore, ingress counts were factored down to 1 hour for analysis. Both were stated to be a typical event count. Signal controller event timing plans were used for the ingress (Pattern 21 - 150s Cycle Length for Weekday PM, Pattern 23 – 170s Cycle Length for Weekend PM) and egress (Pattern 27 – 210s Cycle Length for both Weekday and Weekend PM).
The EBLT from Newhall Dr. to Coleman Ave. is closed during event egress. Instead of removing the movements from the models, the minor volumes were simply zeroed out to prevent detector and phase activation. As part of some of the controller patterns implemented, the SBLT phase is also omitted, therefore, that minor volume was also zeroed out. Analysis included the early works average trucks condition and assumed 75% of trucks would be using Newhall Dr. to access the project site. No development volumes or mitigation were included.
For the weekday scenario, this analysis used the previously developed existing PM model as a base (with CTMP comment adjustments), factored those volumes up to 2023, and then replaced applicable existing volumes with the given PayPal volumes. For the weekend scenario, this analysis used recently collected Saturday PM peak volumes since they represented actual ingress conditions, and then the City provided PayPal event volumes were again used for the egress condition. Truck percentages were adjusted as part of the project inclusive scenarios. Analysis north of Newhall Dr. on Coleman Ave. was not completed, as an average of four trucks over an hour, only utilizing the through lanes, do not have a notable affect. 2 3.0 Queue Analysis
An analysis of the queue lengths and turn pockets was conducted at the intersection of Coleman Ave. & Newhall Dr. using the existing 2022 and 2023 traffic volumes, provided typical PayPal Park event ingress and egress volumes, provided traffic signal controller event timing patterns, and other analysis assumptions provided above. The tables below show the results of the analysis. 1 200 foot left turn pocket plus approximately 800' left turn storage. # 95th percentile volume exceeds capacity, queue may be longer.
NBL = Northbound Left, EBR = Eastbound Right, where Coleman Ave. is considered a N/S corridor.
Based on the queue analysis, it is concluded that the addition of project trucks does not lead to a significant increase in queuing over normal PayPal Park operations during the weekday or weekend ingress or egress events.
Intersection Traffic
Control Direction
Weekday PM Ingress
Existing
Pocket
Length
2023 PayPal Only
2023 PayPal +
Avg Project Trks
95th Percentile 95th Percentile
Queue Queue
Coleman
Ave. /
Newhall Dr.
/ Fire Sta.
Signalized
NBL #838 #853 1200'
EBR 105 109 N/A
Direction
Weekday PM Egress
Existing
Pocket
Length
2023 PayPal Only
2023 PayPal +
Avg Project Trks
95th Percentile 95th Percentile
Queue Queue
NBL #453 #470 1200'
EBR 689 #730 N/A
Intersection Traffic
Control Direction
Weekend PM Ingress
Existing
Pocket
Length
2023 PayPal Only
2023 PayPal +
Avg Project Trks
95th Percentile 95th Percentile
Queue Queue
Coleman
Ave. /
Newhall Dr.
/ Fire Sta.
Signalized
NBL #443 #460 1200'
EBR 84 88 N/A
Direction
Weekend PM Egress
Existing
Pocket
Length
2023 PayPal Only
2023 PayPal +
Avg Project Trks
95th Percentile 95th Percentile
Queue Queue
NBL #451 #471 1200'
EBR 629 646 N/A
Queues 2023 PayPal Wknd PM Egress
11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
Lane Group EBR NBL NBT SBT
Lane Group Flow (vph) 854 307 907 2043
v/c Ratio 0.77 1.18 0.26 0.69
Control Delay 56.8 182.5 13.4 32.0
Queue Delay 0.0 0.0 0.0 13.5
Total Delay 56.8 182.5 13.4 45.5
Queue Length 50th (ft) 532 ~285 174 706
Queue Length 95th (ft) 629 #451 210 749
Internal Link Dist (ft) 154 662
Turn Bay Length (ft) 200
Base Capacity (vph) 1088 261 3517 2967
Starvation Cap Reductn 0 0 0 947
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.78 1.18 0.26 1.01
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal Wknd PM Egress 11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 786 0 0 0 282 870 1 0 1768 116 Future Volume (vph) 0 0 786 0 0 0 282 870 1 0 1768 116
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 5.7 5.7 5.7
Lane Util. Factor 0.88 0.97 0.91 0.91
Frt 0.85 1.00 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 2842 3467 5135 5090
Flt Permitted 1.00 0.95 1.00 1.00
Satd. Flow (perm) 2842 3467 5135 5090
Peak-hour factor, PHF 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 Adj. Flow (vph) 0 0 854 0 0 0 307 906 1 0 1922 121
RTOR Reduction (vph) 0 0 73 0 0 0 0 0 0 0 3 0
Lane Group Flow (vph) 0 0 781 0 0 0 307 907 0 0 2040 0
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Turn Type custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 76.3 15.8 143.8 122.3
Effective Green, g (s) 71.3 15.8 143.8 122.3
Actuated g/C Ratio 0.34 0.08 0.68 0.58
Clearance Time (s) 5.7 5.7 5.7
Vehicle Extension (s) 3.0 5.0 5.0
Lane Grp Cap (vph) 964 260 3516 2964
v/s Ratio Prot c0.27 c0.09 0.18 c0.40
v/s Ratio Perm
v/c Ratio 0.81 1.18 0.26 0.69
Uniform Delay, d1 63.2 97.1 12.7 30.6
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.2 113.7 0.2 1.3
Delay (s) 68.4 210.8 12.9 31.9
Level of Service E F B C
Approach Delay (s) 68.4 0.0 62.9 31.9
Approach LOS E A E C
Intersection Summary
HCM 2000 Control Delay 48.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 210.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
Queues 2023 PayPal Wknd PM Ingress
11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
Lane Group EBT EBR NBL NBT SBT
Lane Group Flow (vph) 306 452 567 1618 964
v/c Ratio 1.25 0.25 0.95 0.60 0.60
Control Delay 195.5 6.9 95.0 29.1 49.6
Queue Delay 0.0 0.0 0.0 1.5 0.0
Total Delay 195.5 6.9 95.0 30.6 49.6
Queue Length 50th (ft) ~423 53 326 449 327
Queue Length 95th (ft) #626 84 #443 495 377
Internal Link Dist (ft) 573 154 662
Turn Bay Length (ft) 200
Base Capacity (vph) 245 1836 597 2697 1620
Starvation Cap Reductn 0 0 0 827 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 1.25 0.25 0.95 0.87 0.60
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal Wknd PM Ingress 11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 294 0 434 0 0 0 544 1552 1 0 809 116 Future Volume (vph) 294 0 434 0 0 0 544 1552 1 0 809 116 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 0.97 0.91 0.91
Frt 1.00 0.85 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1805 2842 3467 5135 5039
Flt Permitted 0.76 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1439 2842 3467 5135 5039
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 306 0 452 0 0 0 567 1617 1 0 843 121
RTOR Reduction (vph) 0 0 100 0 0 0 0 0 0 0 11 0
Lane Group Flow (vph) 0 306 352 0 0 0 567 1618 0 0 953 0 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 29.0 104.3 29.3 89.3 54.3
Effective Green, g (s) 29.0 99.3 29.3 89.3 54.3
Actuated g/C Ratio 0.17 0.58 0.17 0.53 0.32
Clearance Time (s) 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 5.0 5.0
Lane Grp Cap (vph) 245 1660 597 2697 1609
v/s Ratio Prot c0.12 c0.16 c0.32 0.19
v/s Ratio Perm c0.21
v/c Ratio 1.25 0.21 0.95 0.60 0.59
Uniform Delay, d1 70.5 16.8 69.6 28.0 48.6
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 141.3 0.1 24.6 1.0 1.6
Delay (s) 211.8 16.8 94.3 29.0 50.2
Level of Service F B F C D
Approach Delay (s) 95.5 0.0 45.9 50.2
Approach LOS F A D D
Intersection Summary
HCM 2000 Control Delay 56.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 170.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
Queues 2023 PayPal Wkdy PM Egress
11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
KIE Page 1
Lane Group EBR WBL NBL NBT SBT
Lane Group Flow (vph) 854 2 306 728 2077
v/c Ratio 0.80 0.06 1.25 0.21 0.70
Control Delay 60.4 103.5 209.8 13.1 32.4
Queue Delay 0.0 0.0 0.0 0.0 16.8
Total Delay 60.4 103.5 209.8 13.1 49.3
Queue Length 50th (ft) 540 3 ~304 137 726
Queue Length 95th (ft) 689 15 #453 166 769
Internal Link Dist (ft) 154 662
Turn Bay Length (ft) 200
Base Capacity (vph) 1061 34 244 3461 2959
Starvation Cap Reductn 0 0 0 0 928
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.80 0.06 1.25 0.21 1.02
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal Wkdy PM Egress 11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 770 2 0 0 276 670 1 0 1733 144 Future Volume (vph) 0 0 770 2 0 0 276 670 1 0 1733 144
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 4.0 5.7 5.7 5.7
Lane Util. Factor 0.88 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.85 1.00 1.00 1.00 0.99
Flt Protected 1.00 0.95 0.95 1.00 1.00
Satd. Flow (prot) 2814 1203 3433 5084 5072
Flt Permitted 1.00 0.95 0.95 1.00 1.00
Satd. Flow (perm) 2814 1203 3433 5084 5072
Peak-hour factor, PHF 0.92 0.94 0.92 0.94 0.94 0.94 0.92 0.94 0.94 0.94 0.92 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 854 2 0 0 306 727 1 0 1921 156
RTOR Reduction (vph) 0 0 68 0 0 0 0 0 0 0 5 0
Lane Group Flow (vph) 0 0 786 2 0 0 306 728 0 0 2072 0
Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 1% 50% 50% 50% 2% 2% 2% 1% 1% 1% Turn Type custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 74.3 1.2 14.9 139.7 119.1
Effective Green, g (s) 69.3 1.2 14.9 139.7 119.1
Actuated g/C Ratio 0.33 0.01 0.07 0.67 0.57
Clearance Time (s) 4.0 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 928 6 243 3382 2876
v/s Ratio Prot c0.28 c0.09 0.14 c0.41
v/s Ratio Perm c0.00
v/c Ratio 0.85 0.33 1.26 0.22 0.72
Uniform Delay, d1 65.4 104.0 97.5 13.7 33.3
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 7.2 30.0 145.5 0.1 1.6
Delay (s) 72.6 134.0 243.1 13.9 34.9
Level of Service E F F B C
Approach Delay (s) 72.6 134.0 81.7 34.9
Approach LOS E F F C
Intersection Summary
HCM 2000 Control Delay 55.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 210.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
Queues 2023 PayPal Wkdy PM Ingress
11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
KIE Page 1
Lane Group EBT EBR WBL NBL NBT SBL SBT
Lane Group Flow (vph) 336 500 2 898 728 3 1091
v/c Ratio 1.22 0.27 0.04 2.01 0.32 0.05 0.73
Control Delay 177.1 7.2 71.0 495.0 27.5 72.0 49.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 177.1 7.2 71.0 495.0 27.5 72.0 49.6
Queue Length 50th (ft) ~402 56 2 ~705 161 3 344
Queue Length 95th (ft) #605 105 12 #838 220 15 400
Internal Link Dist (ft) 573 154 662
Turn Bay Length (ft) 200 175
Base Capacity (vph) 275 1823 50 446 2281 59 1494
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.22 0.27 0.04 2.01 0.32 0.05 0.73
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal Wkdy PM Ingress 11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 303 0 451 2 0 0 810 670 1 3 821 163 Future Volume (vph) 303 0 451 2 0 0 810 670 1 3 821 163 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2814 1203 3467 5084 1787 4996
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1424 2814 1267 3467 5084 1787 4996
Peak-hour factor, PHF 0.92 0.94 0.92 0.94 0.94 0.94 0.92 0.94 0.94 0.94 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 336 0 500 2 0 0 898 727 1 3 910 181
RTOR Reduction (vph) 0 0 100 0 0 0 0 0 0 0 20 0
Lane Group Flow (vph) 0 336 400 2 0 0 898 728 0 3 1071 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 1% 50% 50% 50% 1% 2% 2% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 32.2 92.3 1.2 19.3 60.1 1.0 41.1
Effective Green, g (s) 32.2 87.3 1.2 19.3 60.1 1.0 41.1 Actuated g/C Ratio 0.21 0.58 0.01 0.13 0.40 0.01 0.27
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 305 1637 10 446 2036 11 1368
v/s Ratio Prot c0.14 c0.26 0.14 0.00 c0.21
v/s Ratio Perm c0.24 c0.00
v/c Ratio 1.10 0.24 0.20 2.01 0.36 0.27 0.78
Uniform Delay, d1 58.9 15.3 73.9 65.3 31.4 74.1 50.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 81.6 0.1 9.6 463.9 0.5 13.0 4.5
Delay (s) 140.5 15.4 83.6 529.3 31.9 87.1 54.9
Level of Service F B F F C F D
Approach Delay (s) 65.7 83.6 306.6 54.9
Approach LOS E F F D
Intersection Summary
HCM 2000 Control Delay 172.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.89
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 86.9% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
Queues 2023 PayPal+NHTrks Wkdy PM Egress
11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
KIE Page 1
Lane Group EBR WBL NBL NBT SBT
Lane Group Flow (vph) 865 2 317 732 2082
v/c Ratio 0.82 0.06 1.43 0.21 0.70
Control Delay 61.7 103.5 277.3 13.6 32.5
Queue Delay 0.0 0.0 0.0 0.0 17.5
Total Delay 61.7 103.5 277.3 13.6 50.0
Queue Length 50th (ft) 554 3 ~350 143 730
Queue Length 95th (ft) #730 15 #470 167 773
Internal Link Dist (ft) 154 662
Turn Bay Length (ft) 200
Base Capacity (vph) 1048 34 221 3430 2959
Starvation Cap Reductn 0 0 0 0 927
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.83 0.06 1.43 0.21 1.02
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal+NHTrks Wkdy PM Egress 11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 780 2 0 0 286 674 1 0 1737 144 Future Volume (vph) 0 0 780 2 0 0 286 674 1 0 1737 144
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 4.0 5.7 5.7 5.7
Lane Util. Factor 0.88 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.85 1.00 1.00 1.00 0.99
Flt Protected 1.00 0.95 0.95 1.00 1.00
Satd. Flow (prot) 2787 1203 3400 5084 5072
Flt Permitted 1.00 0.95 0.95 1.00 1.00
Satd. Flow (perm) 2787 1203 3400 5084 5072
Peak-hour factor, PHF 0.92 0.94 0.92 0.94 0.94 0.94 0.92 0.94 0.94 0.94 0.92 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 865 2 0 0 317 731 1 0 1926 156
RTOR Reduction (vph) 0 0 68 0 0 0 0 0 0 0 5 0
Lane Group Flow (vph) 0 0 797 2 0 0 317 732 0 0 2077 0
Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 2% 1% 2% 50% 50% 50% 3% 2% 2% 1% 1% 1% Turn Type custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 74.3 1.2 13.7 138.5 119.1
Effective Green, g (s) 69.3 1.2 13.7 138.5 119.1
Actuated g/C Ratio 0.33 0.01 0.07 0.66 0.57
Clearance Time (s) 4.0 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 919 6 221 3353 2876
v/s Ratio Prot c0.29 c0.09 0.14 c0.41
v/s Ratio Perm c0.00
v/c Ratio 0.87 0.33 1.43 0.22 0.72
Uniform Delay, d1 66.0 104.0 98.2 14.2 33.3
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 8.7 30.0 219.4 0.1 1.6
Delay (s) 74.7 134.0 317.6 14.4 34.9
Level of Service E F F B C
Approach Delay (s) 74.7 134.0 106.0 34.9
Approach LOS E F F C
Intersection Summary
HCM 2000 Control Delay 62.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 210.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
Queues 2023 PayPal+NHTrks Wkdy PM Ingress
11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
KIE Page 1
Lane Group EBT EBR WBL NBL NBT SBL SBT
Lane Group Flow (vph) 336 511 2 909 732 3 1096
v/c Ratio 1.24 0.28 0.04 2.06 0.32 0.05 0.74
Control Delay 182.0 7.4 71.0 515.7 27.6 72.0 50.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 182.0 7.4 71.0 515.7 27.6 72.0 50.0
Queue Length 50th (ft) ~405 59 2 ~719 162 3 347
Queue Length 95th (ft) #608 109 12 #853 221 15 404
Internal Link Dist (ft) 573 154 662
Turn Bay Length (ft) 200 175
Base Capacity (vph) 272 1806 50 441 2281 59 1480
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.24 0.28 0.04 2.06 0.32 0.05 0.74
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal+NHTrks Wkdy PM Ingress 11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 303 0 461 2 0 0 820 674 1 3 825 163 Future Volume (vph) 303 0 461 2 0 0 820 674 1 3 825 163 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 2787 1203 3433 5084 1787 4947
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1410 2787 1267 3433 5084 1787 4947
Peak-hour factor, PHF 0.92 0.94 0.92 0.94 0.94 0.94 0.92 0.94 0.94 0.94 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 336 0 511 2 0 0 909 731 1 3 915 181
RTOR Reduction (vph) 0 0 100 0 0 0 0 0 0 0 20 0
Lane Group Flow (vph) 0 336 411 2 0 0 909 732 0 3 1076 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 2% 1% 2% 50% 50% 50% 2% 2% 2% 1% 2% 2% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 32.2 92.3 1.2 19.3 60.1 1.0 41.1
Effective Green, g (s) 32.2 87.3 1.2 19.3 60.1 1.0 41.1 Actuated g/C Ratio 0.21 0.58 0.01 0.13 0.40 0.01 0.27
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 302 1622 10 441 2036 11 1355
v/s Ratio Prot c0.15 c0.26 0.14 0.00 c0.22
v/s Ratio Perm c0.24 c0.00
v/c Ratio 1.11 0.25 0.20 2.06 0.36 0.27 0.79
Uniform Delay, d1 58.9 15.4 73.9 65.3 31.5 74.1 50.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 85.5 0.1 9.6 485.4 0.5 13.0 4.9
Delay (s) 144.4 15.5 83.6 550.7 32.0 87.1 55.4
Level of Service F B F F C F E
Approach Delay (s) 66.6 83.6 319.3 55.5
Approach LOS E F F E
Intersection Summary
HCM 2000 Control Delay 178.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.90
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 87.2% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
Queues 2023 PayPal+NHTrks Wknd PM Egress
11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
Lane Group EBR NBL NBT SBT
Lane Group Flow (vph) 865 317 911 2047
v/c Ratio 0.79 1.36 0.26 0.69
Control Delay 58.1 248.8 13.8 32.0
Queue Delay 0.0 0.0 0.0 13.9
Total Delay 58.1 248.8 13.8 45.9
Queue Length 50th (ft) 546 ~332 182 708
Queue Length 95th (ft) 646 #471 212 752
Internal Link Dist (ft) 154 662
Turn Bay Length (ft) 200
Base Capacity (vph) 1091 233 3451 2967
Starvation Cap Reductn 0 0 0 946
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.79 1.36 0.26 1.01
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal+NHTrks Wknd PM Egress 11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 796 0 0 0 292 874 1 0 1772 116 Future Volume (vph) 0 0 796 0 0 0 292 874 1 0 1772 116
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 5.7 5.7 5.7
Lane Util. Factor 0.88 0.97 0.91 0.91
Frt 0.85 1.00 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 2814 3367 5085 5090
Flt Permitted 1.00 0.95 1.00 1.00
Satd. Flow (perm) 2814 3367 5085 5090
Peak-hour factor, PHF 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 Adj. Flow (vph) 0 0 865 0 0 0 317 910 1 0 1926 121
RTOR Reduction (vph) 0 0 72 0 0 0 0 0 0 0 3 0
Lane Group Flow (vph) 0 0 793 0 0 0 317 911 0 0 2044 0
Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 4% 2% 1% 1% 1% 1%
Turn Type custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 76.3 14.5 142.5 122.3
Effective Green, g (s) 71.3 14.5 142.5 122.3
Actuated g/C Ratio 0.34 0.07 0.68 0.58
Clearance Time (s) 5.7 5.7 5.7
Vehicle Extension (s) 3.0 5.0 5.0
Lane Grp Cap (vph) 955 232 3450 2964
v/s Ratio Prot c0.28 c0.09 0.18 c0.40
v/s Ratio Perm
v/c Ratio 0.83 1.37 0.26 0.69
Uniform Delay, d1 63.8 97.8 13.2 30.6
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.2 190.0 0.2 1.3
Delay (s) 70.0 287.7 13.4 31.9
Level of Service E F B C
Approach Delay (s) 70.0 0.0 84.2 31.9
Approach LOS E A F C
Intersection Summary
HCM 2000 Control Delay 55.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 210.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
Queues PayPal+NHTrks Wknd PM Ingress
11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
Lane Group EBT EBR NBL NBT SBT
Lane Group Flow (vph) 306 463 577 1622 968
v/c Ratio 1.25 0.26 0.98 0.60 0.60
Control Delay 195.5 7.2 100.4 29.2 49.8
Queue Delay 0.0 0.0 0.0 1.5 0.0
Total Delay 195.5 7.2 100.4 30.7 49.8
Queue Length 50th (ft) ~423 57 334 450 329
Queue Length 95th (ft) #626 88 #460 497 380
Internal Link Dist (ft) 573 154 662
Turn Bay Length (ft) 200
Base Capacity (vph) 245 1802 591 2697 1606
Starvation Cap Reductn 0 0 0 826 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 1.25 0.26 0.98 0.87 0.60
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis PayPal+NHTrks Wknd PM Ingress 11: Coleman Ave & Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 294 0 444 0 0 0 554 1556 1 0 813 116 Future Volume (vph) 294 0 444 0 0 0 554 1556 1 0 813 116 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 0.97 0.91 0.91
Frt 1.00 0.85 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1805 2787 3433 5135 4996
Flt Permitted 0.76 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1439 2787 3433 5135 4996
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 306 0 462 0 0 0 577 1621 1 0 847 121
RTOR Reduction (vph) 0 0 99 0 0 0 0 0 0 0 11 0
Lane Group Flow (vph) 0 306 364 0 0 0 577 1622 0 0 957 0 Heavy Vehicles (%) 0% 0% 2% 0% 0% 0% 2% 1% 1% 1% 2% 1%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 29.0 104.3 29.3 89.3 54.3
Effective Green, g (s) 29.0 99.3 29.3 89.3 54.3
Actuated g/C Ratio 0.17 0.58 0.17 0.53 0.32
Clearance Time (s) 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 5.0 5.0
Lane Grp Cap (vph) 245 1627 591 2697 1595
v/s Ratio Prot c0.13 c0.17 c0.32 0.19
v/s Ratio Perm c0.21
v/c Ratio 1.25 0.22 0.98 0.60 0.60
Uniform Delay, d1 70.5 16.9 70.0 28.0 48.7
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 141.3 0.1 30.8 1.0 1.7
Delay (s) 211.8 17.0 100.8 29.0 50.4
Level of Service F B F C D
Approach Delay (s) 94.5 0.0 47.8 50.4
Approach LOS F A D D
Intersection Summary
HCM 2000 Control Delay 57.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 170.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 5:00 PM 6:00 PM
Peak 15-Minutes 5:20 PM 5:35 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
Lights (Classes II & III) 0 60 0 347 0 0 1841 143 0 1 0 0 5 325 652 0 3,374 Mediums (Classes IV, V & VI) 0 1 0 3 3 0 10 1 0 1 0 0 0 0 14 1 34 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 4 Total 0 61 0 350 3 0 1851 144 0 2 0 0 5 325 671 1 3,413 Total Motorized Vehicles 0 61 0 350 3 0 1851 144 0 2 0 0 5 325 670 1 3,412 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 1.1%
Peak Hour Factor (PHF) 0.94
Pedestrians on Crosswalk 2
0.86 0.87 0.25 0.87
2 0 0 0
1.0% 0.7% 50.0% 1.9%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 5:30 PM 6:30 PM
Peak 15-Minutes 6:15 PM 6:30 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/04/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights (Classes II & III) 0 294 0 434 1 0 800 116 0 0 0 0 2 540 1538 1 3,726 Mediums (Classes IV, V & VI) 0 0 0 0 0 0 9 0 0 0 0 0 0 2 13 0 24 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 Total 0 294 0 434 1 0 809 116 0 0 0 0 2 542 1552 1 3,751 Total Motorized Vehicles 0 294 0 434 1 0 809 116 0 0 0 0 2 542 1552 1 3,751 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.7%
Peak Hour Factor (PHF) 0.96
Pedestrians on Crosswalk 726
0.83 0.83 0.33 0.94
605 74 47 0
0.0% 1.0% 0.0% 0.8%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
D-4 SYNCHRO MODEL RESULTS
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim AM 2: Coleman Ave & Brokaw Rd 03/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 22 104 26 6 19 213 959 161 18 311 32 Future Volume (veh/h) 108 22 104 26 6 19 213 959 161 18 311 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 1767 1767 1767 1900 1900 1900 1841 1841 1841 1737 1737 1737 Adj Flow Rate, veh/h 124 25 119 30 7 22 244 1099 0 21 356 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 9 9 9 0 0 0 4 4 4 11 11 11
Cap, veh/h 142 33 157 89 33 105 214 3264 26 1793
Arrive On Green 0.08 0.13 0.13 0.05 0.08 0.08 0.16 0.86 0.00 0.02 0.54 0.00 Sat Flow, veh/h 1682 264 1255 1810 397 1247 1753 5191 0 1654 3300 1472 Grp Volume(v), veh/h 124 0 144 30 0 29 244 1099 0 21 356 0 Grp Sat Flow(s),veh/h/ln 1682 0 1519 1810 0 1644 1753 1675 0 1654 1650 1472 Q Serve(g_s), s 10.2 0.0 12.8 2.2 0.0 2.3 17.1 5.9 0.0 1.8 7.7 0.0 Cycle Q Clear(g_c), s 10.2 0.0 12.8 2.2 0.0 2.3 17.1 5.9 0.0 1.8 7.7 0.0 Prop In Lane 1.00 0.83 1.00 0.76 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 142 0 190 89 0 139 214 3264 26 1793 V/C Ratio(X) 0.87 0.00 0.76 0.34 0.00 0.21 1.14 0.34 0.80 0.20 Avail Cap(c_a), veh/h 142 0 421 137 0 432 214 3264 119 1793 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 63.4 0.0 59.2 64.4 0.0 59.7 58.6 3.7 0.0 68.7 16.4 0.0 Incr Delay (d2), s/veh 41.9 0.0 2.3 0.8 0.0 0.3 103.0 0.3 0.0 17.9 0.2 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 6.1 0.0 5.1 1.1 0.0 1.0 13.3 1.7 0.0 0.9 2.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 105.3 0.0 61.5 65.2 0.0 60.0 161.6 4.0 0.0 86.5 16.6 0.0 LnGrp LOS F A E E A E F A F B
Approach Vol, veh/h 268 59 1343 377
Approach Delay, s/veh 81.8 62.6 32.6 20.5
Approach LOS F E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.1 96.8 12.3 23.7 22.0 82.0 18.0 18.0 Change Period (Y+Rc), s 4.9 5.9 5.4 6.2 4.9 5.9 6.2 6.2 Max Green Setting (Gmax), s 10.1 58.1 10.6 38.8 17.1 51.1 11.8 36.8 Max Q Clear Time (g_c+I1), s 3.8 7.9 4.2 14.8 19.1 9.7 12.2 4.3 Green Ext Time (p_c), s 0.0 13.2 0.0 0.3 0.0 3.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim AM 3: Coleman Ave & Champions Wy 03/30/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 2 1325 444 6
Future Volume (veh/h) 5 5 2 1325 444 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1856 1811 1811
Adj Flow Rate, veh/h 6 6 2 1553 521 7
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 0 0 3 3 6 6
Cap, veh/h 34 36 7 4598 3001 40
Arrive On Green 0.02 0.02 0.01 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5233 3567 47
Grp Volume(v), veh/h 6 6 2 1553 258 270
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1689 1721 1803
Q Serve(g_s), s 0.5 0.5 0.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.5 0.5 0.2 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 34 36 7 4598 1485 1556
V/C Ratio(X) 0.18 0.17 0.30 0.34 0.17 0.17
Avail Cap(c_a), veh/h 134 126 117 4598 1485 1556
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98
Uniform Delay (d), s/veh 67.6 67.2 69.3 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.5 3.0 32.9 0.2 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.2 0.1 0.1 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.2 70.2 102.2 0.2 0.2 0.2
LnGrp LOS E E F A A A
Approach Vol, veh/h 12 1555 528
Approach Delay, s/veh 70.7 0.3 0.2
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.2 126.6 132.8 7.2
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 9.3 104.3 119.3 10.4
Max Q Clear Time (g_c+I1), s 2.2 2.0 2.0 2.5
Green Ext Time (p_c), s 0.0 12.3 74.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.7
HCM 6th LOS A
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim AM 13: Coleman Ave & Airport Blvd 03/30/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 56 118 1567 345 53 346
Future Volume (veh/h) 56 118 1567 345 53 346
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1870 1870 1826 1826
Adj Flow Rate, veh/h 64 135 1796 0 61 397
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 4 4 2 2 5 5
Cap, veh/h 356 214 4716 109 4036
Arrive On Green 0.10 0.10 0.49 0.00 0.06 1.00
Sat Flow, veh/h 3401 1560 6696 1585 3374 5149
Grp Volume(v), veh/h 64 135 1796 0 61 397
Grp Sat Flow(s),veh/h/ln 1700 1560 1609 1585 1687 1662
Q Serve(g_s), s 2.4 11.4 24.5 0.0 2.5 0.0
Cycle Q Clear(g_c), s 2.4 11.4 24.5 0.0 2.5 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 356 214 4716 109 4036
V/C Ratio(X) 0.18 0.63 0.38 0.56 0.10
Avail Cap(c_a), veh/h 1062 537 4716 212 4036
HCM Platoon Ratio 1.00 1.00 0.67 0.67 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.84 0.00 1.00 1.00
Uniform Delay (d), s/veh 57.2 57.1 15.7 0.0 64.5 0.0
Incr Delay (d2), s/veh 0.3 4.3 0.2 0.0 4.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 10.0 9.8 0.0 1.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.5 61.4 15.9 0.0 68.9 0.0
LnGrp LOS E E B E A
Approach Vol, veh/h 199 1796 458
Approach Delay, s/veh 60.2 15.9 9.2
Approach LOS E B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 119.1 20.9 10.7 108.3
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 84.3 43.7 8.8 69.3
Max Q Clear Time (g_c+I1), s 2.0 13.4 4.5 26.5
Green Ext Time (p_c), s 11.1 1.2 0.0 38.5
Intersection Summary
HCM 6th Ctrl Delay 18.3
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim AM 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 254 267 1606 0 0 410
Future Volume (veh/h) 254 267 1606 0 0 410
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1796 1870 0 0 1856
Adj Flow Rate, veh/h 270 284 1706 0 0 436
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 7 7 2 0 0 3
Cap, veh/h 713 327 3616 0 0 3587
Arrive On Green 0.21 0.21 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3319 1522 5443 0 0 5400
Grp Volume(v), veh/h 270 284 1706 0 0 436
Grp Sat Flow(s),veh/h/ln 1659 1522 1702 0 0 1689
Q Serve(g_s), s 9.7 25.2 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 9.7 25.2 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 713 327 3616 0 0 3587
V/C Ratio(X) 0.38 0.87 0.47 0.00 0.00 0.12
Avail Cap(c_a), veh/h 946 434 3616 0 0 3587
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 47.0 53.1 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.5 15.2 0.4 0.0 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.1 11.0 0.1 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.5 68.2 0.4 0.0 0.0 0.1
LnGrp LOS D E A A A A
Approach Vol, veh/h 554 1706 436
Approach Delay, s/veh 58.1 0.4 0.1
Approach LOS E A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 104.8 35.2 104.8
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 89.3 39.9 89.3
Max Q Clear Time (g_c+I1), s 2.0 27.2 2.0
Green Ext Time (p_c), s 10.3 2.8 68.1
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim AM 17: Coleman Ave & Hedding St 03/30/2023
AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 237 181 99 58 246 290 81 933 47 136 328 138 Future Volume (veh/h) 237 181 99 58 246 290 81 933 47 136 328 138 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 260 199 109 64 270 0 89 1023 52 149 360 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 317 365 191 81 414 188 1954 99 194 2673
Arrive On Green 0.09 0.17 0.17 0.05 0.12 0.00 0.11 0.58 0.58 0.11 1.00 0.00 Sat Flow, veh/h 3401 2209 1155 1753 3589 0 1753 3386 172 3401 5191 0 Grp Volume(v), veh/h 260 156 152 64 270 0 89 528 547 149 360 0 Grp Sat Flow(s),veh/h/ln 1700 1749 1615 1753 1749 0 1753 1749 1810 1700 1675 0 Q Serve(g_s), s 10.5 11.4 12.2 5.1 10.3 0.0 6.7 25.6 25.6 6.0 0.0 0.0 Cycle Q Clear(g_c), s 10.5 11.4 12.2 5.1 10.3 0.0 6.7 25.6 25.6 6.0 0.0 0.0 Prop In Lane 1.00 0.72 1.00 0.00 1.00 0.10 1.00 0.00
Lane Grp Cap(c), veh/h 317 289 267 81 414 188 1009 1044 194 2673 V/C Ratio(X) 0.82 0.54 0.57 0.79 0.65 0.47 0.52 0.52 0.77 0.13 Avail Cap(c_a), veh/h 459 461 426 136 722 188 1009 1044 226 2673 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.99 0.99 0.00 Uniform Delay (d), s/veh 62.3 53.6 53.9 66.1 59.0 0.0 58.8 17.9 18.0 61.1 0.0 0.0 Incr Delay (d2), s/veh 7.6 1.6 1.9 15.1 1.7 0.0 8.3 1.9 1.9 12.6 0.1 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 4.9 5.1 5.1 2.6 4.7 0.0 3.4 10.5 10.8 2.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.9 55.1 55.8 81.2 60.7 0.0 67.1 19.9 19.8 73.7 0.1 0.0 LnGrp LOS E E E F E E B B E A
Approach Vol, veh/h 568 334 1164 509
Approach Delay, s/veh 62.1 64.6 23.5 21.6
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.0 80.2 18.1 21.7 13.7 86.5 11.6 28.2 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 15.0 56.3 18.9 28.9 9.3 61.3 10.9 36.9 Max Q Clear Time (g_c+I1), s 8.7 2.0 12.5 12.3 8.0 27.6 7.1 14.2 Green Ext Time (p_c), s 0.1 6.4 0.5 0.9 0.1 19.3 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 37.0
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 7: Coleman Ave & Aviation Ave 03/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 6 0 12 9 0 11 9 1361 40 5 15 404
Future Volume (vph) 6 0 12 9 0 11 9 1361 40 5 15 404
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1406 1406 2330 1719 1538 3433 3539 1550 1719 4912 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1406 1480 2330 1810 1538 3433 3539 1550 1719 4912 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 7 0 13 10 0 12 10 1509 44 6 17 448
RTOR Reduction (vph) 0 0 0 0 12 0 0 0 10 0 0 1
Lane Group Flow (vph) 3 4 13 10 0 0 10 1509 34 0 23 463 Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 22% 22% 22% 5% 5% 5% 2% 2% 2% 5% 5% 5% Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
Permitted Phases 3 7 6
Actuated Green, G (s) 1.7 1.7 3.6 2.1 4.0 1.5 108.3 108.3 5.4 112.2 Effective Green, g (s) 1.7 1.7 3.6 2.1 4.0 1.5 108.3 108.3 5.4 112.2 Actuated g/C Ratio 0.01 0.01 0.03 0.02 0.03 0.01 0.77 0.77 0.04 0.80 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 17 17 59 27 43 36 2737 1199 66 3936
v/s Ratio Prot 0.00 c0.01 0.00 0.00 c0.43 c0.01 c0.09
v/s Ratio Perm 0.00 c0.01 0.02
v/c Ratio 0.18 0.24 0.22 0.37 0.01 0.28 0.55 0.03 0.35 0.12 Uniform Delay, d1 68.5 68.5 66.8 68.3 66.1 68.7 6.3 3.7 65.6 3.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.67 2.71 1.00 1.05 0.90 Incremental Delay, d2 6.7 9.5 1.9 11.3 0.1 5.4 0.8 0.0 3.7 0.1 Delay (s) 75.1 78.0 68.7 79.6 66.2 51.6 17.7 3.7 72.8 2.8 Level of Service E E E E E D B A E A
Approach Delay (s) 71.5 72.3 17.5 6.1
Approach LOS E E B A
Intersection Summary
HCM 2000 Control Delay 16.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 7: Coleman Ave & Aviation Ave 03/30/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 14
Future Volume (vph) 14
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 102%
Adj. Flow (vph) 16
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 8: Coleman Ave & Earthquakes Wy 03/30/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 25 12 41 1493 421 4
Future Volume (vph) 6 25 12 41 1493 421 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 0.85 1.00 1.00 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3168 1427 3400 5036 4841
Flt Permitted 0.98 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3168 1427 3400 5036 4841
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 7 28 13 45 1655 467 4
RTOR Reduction (vph) 13 13 0 0 0 0 0
Lane Group Flow (vph) 8 1 0 58 1655 471 0
Confl. Peds. (#/hr) 1 1
Heavy Vehicles (%) 3% 3% 3% 3% 3% 7% 7%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 11.0 11.0 6.9 118.7 106.1
Effective Green, g (s) 11.0 11.0 6.9 118.7 106.1
Actuated g/C Ratio 0.08 0.08 0.05 0.85 0.76
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 248 112 167 4269 3668
v/s Ratio Prot c0.00 0.02 c0.33 0.10
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.35 0.39 0.13
Uniform Delay, d1 59.6 59.5 64.4 2.4 4.5
Progression Factor 1.00 1.00 1.30 0.16 1.11
Incremental Delay, d2 0.1 0.0 1.4 0.2 0.1
Delay (s) 59.7 59.5 85.4 0.6 5.1
Level of Service E E F A A
Approach Delay (s) 59.6 3.5 5.1
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 4.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 0 160 1 1 0 223 1445 3 0 373 66 Future Volume (vph) 76 0 160 1 1 0 223 1445 3 0 373 66
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 4.0 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 1.00 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1750 2760 1805 1900 3433 5084 4818
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2760 1900 1900 3433 5084 4818
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 82 0 174 1 1 0 242 1568 3 0 405 72
RTOR Reduction (vph) 0 0 130 0 0 0 0 0 0 0 11 0
Lane Group Flow (vph) 0 82 44 1 1 0 242 1571 0 0 466 0
Confl. Peds. (#/hr) 1 1 2 2
Heavy Vehicles (%) 3% 3% 3% 0% 0% 0% 2% 2% 2% 5% 5% 5%
Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 14.9 40.3 1.4 7.6 15.2 103.8 82.9 Effective Green, g (s) 14.9 35.3 1.4 7.6 15.2 103.8 82.9 Actuated g/C Ratio 0.11 0.25 0.01 0.05 0.11 0.74 0.59
Clearance Time (s) 4.0 4.0 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 148 695 19 103 372 3769 2852
v/s Ratio Prot c0.02 0.00 c0.07 c0.31 0.10
v/s Ratio Perm c0.06 c0.00
v/c Ratio 0.55 0.06 0.05 0.01 0.65 0.42 0.16
Uniform Delay, d1 59.4 39.8 68.6 62.6 59.9 6.8 12.9
Progression Factor 1.00 1.00 1.00 1.00 1.11 0.61 0.49
Incremental Delay, d2 5.4 0.0 1.2 0.0 3.8 0.3 0.1
Delay (s) 64.8 39.8 69.8 62.7 70.2 4.5 6.5
Level of Service E D E E E A A
Approach Delay (s) 47.8 66.2 13.3 6.5
Approach LOS D E B A
Intersection Summary
HCM 2000 Control Delay 15.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.45
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 11 149 0 599 0 1127 336 139 456 28 Future Volume (vph) 0 0 11 149 0 599 0 1127 336 139 456 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1454 3467 2814 5204 1620 3335 4891
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3467 2814 5204 1620 3335 4891
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 12 157 0 630 0 1185 353 146 480 29
RTOR Reduction (vph) 0 0 12 0 0 294 0 0 105 0 3 0
Lane Group Flow (vph) 0 0 0 157 0 336 0 1185 248 146 506 0 Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 5% 5% 5%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 3.8 15.2 24.2 87.0 87.0 13.4 106.1 Effective Green, g (s) 3.8 15.2 24.2 87.0 87.0 13.4 106.1 Actuated g/C Ratio 0.03 0.11 0.17 0.62 0.62 0.10 0.76
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 39 376 486 3233 1006 319 3706
v/s Ratio Prot 0.05 c0.12 c0.23 c0.04 0.10
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.42 0.69 0.37 0.25 0.46 0.14
Uniform Delay, d1 66.3 58.3 54.4 13.0 11.8 59.9 4.6
Progression Factor 1.00 1.00 1.00 0.85 1.08 1.17 0.54
Incremental Delay, d2 0.1 0.8 4.2 0.2 0.4 2.2 0.1
Delay (s) 66.4 59.0 58.6 11.3 13.2 72.3 2.6
Level of Service E E E B B E A
Approach Delay (s) 66.4 58.7 11.7 18.1
Approach LOS E E B B
Intersection Summary
HCM 2000 Control Delay 25.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 AM Peak Synchro 11 Report
KIE Page 6
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 52: Brokaw Rd & Costco 03/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 11 33 214 211 3
Future Volume (Veh/h) 1 11 33 214 211 3
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Hourly flow rate (vph) 1 13 39 254 250 4
Pedestrians 1 4
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 297 58 44
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 297 58 44
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 74 100
cM capacity (veh/h) 1271 945 1021
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 14 39 254 254
Volume Left 1 0 0 250
Volume Right 0 0 254 4
cSH 1271 1700 1700 946
Volume to Capacity 0.00 0.02 0.15 0.27
Queue Length 95th (ft) 0 0 0 27
Control Delay (s) 0.6 0.0 0.0 10.2
Lane LOS A B
Approach Delay (s) 0.6 0.0 10.2
Approach LOS B
Intersection Summary
Average Delay 4.6
Intersection Capacity Utilization 23.9% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B AM 2: Coleman Ave & Brokaw Rd 03/30/2023
AM peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 22 108 26 6 19 217 959 161 18 311 32 Future Volume (veh/h) 108 22 108 26 6 19 217 959 161 18 311 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 1767 1767 1737 1900 1900 1900 1796 1841 1841 1737 1737 1737 Adj Flow Rate, veh/h 124 25 124 30 7 22 249 1099 0 21 356 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 9 9 11 0 0 0 7 4 4 11 11 11
Cap, veh/h 142 33 162 89 35 109 209 3249 26 1783
Arrive On Green 0.08 0.13 0.13 0.05 0.09 0.09 0.16 0.86 0.00 0.02 0.54 0.00 Sat Flow, veh/h 1682 255 1263 1810 397 1248 1711 5191 0 1654 3300 1472 Grp Volume(v), veh/h 124 0 149 30 0 29 249 1099 0 21 356 0 Grp Sat Flow(s),veh/h/ln 1682 0 1518 1810 0 1645 1711 1675 0 1654 1650 1472 Q Serve(g_s), s 10.2 0.0 13.3 2.2 0.0 2.3 17.1 6.0 0.0 1.8 7.8 0.0 Cycle Q Clear(g_c), s 10.2 0.0 13.3 2.2 0.0 2.3 17.1 6.0 0.0 1.8 7.8 0.0 Prop In Lane 1.00 0.83 1.00 0.76 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 142 0 195 89 0 144 209 3249 26 1783 V/C Ratio(X) 0.87 0.00 0.77 0.34 0.00 0.20 1.19 0.34 0.80 0.20 Avail Cap(c_a), veh/h 142 0 421 137 0 432 209 3249 119 1783 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 63.4 0.0 59.0 64.4 0.0 59.3 58.6 3.9 0.0 68.7 16.6 0.0 Incr Delay (d2), s/veh 41.9 0.0 2.4 0.8 0.0 0.3 122.5 0.3 0.0 17.9 0.3 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 6.1 0.0 5.3 1.1 0.0 1.0 14.1 1.7 0.0 0.9 3.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 105.3 0.0 61.3 65.2 0.0 59.6 181.1 4.2 0.0 86.5 16.8 0.0 LnGrp LOS F A E E A E F A F B
Approach Vol, veh/h 273 59 1348 377
Approach Delay, s/veh 81.3 62.4 36.8 20.7
Approach LOS F E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.1 96.4 12.3 24.2 22.0 81.6 18.0 18.4 Change Period (Y+Rc), s 4.9 5.9 5.4 6.2 4.9 5.9 6.2 6.2 Max Green Setting (Gmax), s 10.1 58.1 10.6 38.8 17.1 51.1 11.8 36.8 Max Q Clear Time (g_c+I1), s 3.8 8.0 4.2 15.3 19.1 9.8 12.2 4.3 Green Ext Time (p_c), s 0.0 13.2 0.0 0.3 0.0 3.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 40.5
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B AM 3: Coleman Ave & Champions Wy 03/30/2023
AM peak Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 2 1329 448 6
Future Volume (veh/h) 5 5 2 1329 448 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1856 1796 1811
Adj Flow Rate, veh/h 6 6 2 1558 525 7
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 0 0 3 3 7 6
Cap, veh/h 34 36 7 4598 2977 40
Arrive On Green 0.02 0.02 0.01 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5233 3538 46
Grp Volume(v), veh/h 6 6 2 1558 260 272
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1689 1706 1788
Q Serve(g_s), s 0.5 0.5 0.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.5 0.5 0.2 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 34 36 7 4598 1473 1544
V/C Ratio(X) 0.18 0.17 0.30 0.34 0.18 0.18
Avail Cap(c_a), veh/h 134 126 117 4598 1473 1544
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98
Uniform Delay (d), s/veh 67.6 67.2 69.3 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.5 3.0 32.9 0.2 0.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.2 0.1 0.1 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.2 70.2 102.2 0.2 0.3 0.2
LnGrp LOS E E F A A A
Approach Vol, veh/h 12 1560 532
Approach Delay, s/veh 70.7 0.3 0.3
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.2 126.6 132.8 7.2
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 9.3 104.3 119.3 10.4
Max Q Clear Time (g_c+I1), s 2.2 2.0 2.0 2.5
Green Ext Time (p_c), s 0.0 12.5 75.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.7
HCM 6th LOS A
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B AM 13: Coleman Ave & Airport Blvd 03/30/2023
AM peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 56 118 1581 345 53 360
Future Volume (veh/h) 56 118 1581 345 53 360
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1856 1870 1826 1781
Adj Flow Rate, veh/h 64 135 1812 0 61 413
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 4 4 3 2 5 8
Cap, veh/h 356 214 4679 109 3938
Arrive On Green 0.10 0.10 0.49 0.00 0.06 1.00
Sat Flow, veh/h 3401 1560 6643 1585 3374 5024
Grp Volume(v), veh/h 64 135 1812 0 61 413
Grp Sat Flow(s),veh/h/ln 1700 1560 1596 1585 1687 1621
Q Serve(g_s), s 2.4 11.4 25.0 0.0 2.5 0.0
Cycle Q Clear(g_c), s 2.4 11.4 25.0 0.0 2.5 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 356 214 4679 109 3938
V/C Ratio(X) 0.18 0.63 0.39 0.56 0.10
Avail Cap(c_a), veh/h 1062 537 4679 212 3938
HCM Platoon Ratio 1.00 1.00 0.67 0.67 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.83 0.00 1.00 1.00
Uniform Delay (d), s/veh 57.2 57.1 15.9 0.0 64.5 0.0
Incr Delay (d2), s/veh 0.3 4.3 0.2 0.0 4.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 10.0 9.9 0.0 1.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.5 61.4 16.1 0.0 68.9 0.1
LnGrp LOS E E B E A
Approach Vol, veh/h 199 1812 474
Approach Delay, s/veh 60.2 16.1 8.9
Approach LOS E B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 119.1 20.9 10.7 108.3
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 84.3 43.7 8.8 69.3
Max Q Clear Time (g_c+I1), s 2.0 13.4 4.5 27.0
Green Ext Time (p_c), s 11.7 1.2 0.0 38.2
Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B AM 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
AM peak Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 254 281 1606 0 0 424
Future Volume (veh/h) 254 281 1606 0 0 424
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1767 1870 0 0 1811
Adj Flow Rate, veh/h 270 299 1706 0 0 450
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 7 9 2 0 0 6
Cap, veh/h 752 339 3555 0 0 3443
Arrive On Green 0.23 0.23 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3319 1497 5443 0 0 5270
Grp Volume(v), veh/h 270 299 1706 0 0 450
Grp Sat Flow(s),veh/h/ln 1659 1497 1702 0 0 1648
Q Serve(g_s), s 9.6 27.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 9.6 27.0 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 752 339 3555 0 0 3443
V/C Ratio(X) 0.36 0.88 0.48 0.00 0.00 0.13
Avail Cap(c_a), veh/h 946 427 3555 0 0 3443
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 45.6 52.3 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.4 17.4 0.5 0.0 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.0 11.7 0.2 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.0 69.7 0.5 0.0 0.0 0.1
LnGrp LOS D E A A A A
Approach Vol, veh/h 569 1706 450
Approach Delay, s/veh 58.5 0.5 0.1
Approach LOS E A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 103.2 36.8 103.2
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 89.3 39.9 89.3
Max Q Clear Time (g_c+I1), s 2.0 29.0 2.0
Green Ext Time (p_c), s 10.7 2.7 68.1
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B AM 17: Coleman Ave & Hedding St 03/30/2023
AM peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 237 181 99 58 246 290 81 933 47 136 328 138 Future Volume (veh/h) 237 181 99 58 246 290 81 933 47 136 328 138 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 260 199 109 64 270 0 89 1023 52 149 360 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 317 365 191 81 414 188 1954 99 194 2673
Arrive On Green 0.09 0.17 0.17 0.05 0.12 0.00 0.11 0.58 0.58 0.11 1.00 0.00 Sat Flow, veh/h 3401 2209 1155 1753 3589 0 1753 3386 172 3401 5191 0 Grp Volume(v), veh/h 260 156 152 64 270 0 89 528 547 149 360 0 Grp Sat Flow(s),veh/h/ln 1700 1749 1615 1753 1749 0 1753 1749 1810 1700 1675 0 Q Serve(g_s), s 10.5 11.4 12.2 5.1 10.3 0.0 6.7 25.6 25.6 6.0 0.0 0.0 Cycle Q Clear(g_c), s 10.5 11.4 12.2 5.1 10.3 0.0 6.7 25.6 25.6 6.0 0.0 0.0 Prop In Lane 1.00 0.72 1.00 0.00 1.00 0.10 1.00 0.00
Lane Grp Cap(c), veh/h 317 289 267 81 414 188 1009 1044 194 2673 V/C Ratio(X) 0.82 0.54 0.57 0.79 0.65 0.47 0.52 0.52 0.77 0.13 Avail Cap(c_a), veh/h 459 461 426 136 722 188 1009 1044 226 2673 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.99 0.99 0.00 Uniform Delay (d), s/veh 62.3 53.6 53.9 66.1 59.0 0.0 58.8 17.9 18.0 61.1 0.0 0.0 Incr Delay (d2), s/veh 7.6 1.6 1.9 15.1 1.7 0.0 8.3 1.9 1.9 12.6 0.1 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 4.9 5.1 5.1 2.6 4.7 0.0 3.4 10.5 10.8 2.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.9 55.1 55.8 81.2 60.7 0.0 67.1 19.9 19.8 73.7 0.1 0.0 LnGrp LOS E E E F E E B B E A
Approach Vol, veh/h 568 334 1164 509
Approach Delay, s/veh 62.1 64.6 23.5 21.6
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.0 80.2 18.1 21.7 13.7 86.5 11.6 28.2 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 15.0 56.3 18.9 28.9 9.3 61.3 10.9 36.9 Max Q Clear Time (g_c+I1), s 8.7 2.0 12.5 12.3 8.0 27.6 7.1 14.2 Green Ext Time (p_c), s 0.1 6.4 0.5 0.9 0.1 19.3 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 37.0
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 7: Coleman Ave & Aviation Ave 03/30/2023
AM peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 6 0 12 9 0 11 9 1365 40 5 15 408
Future Volume (vph) 6 0 12 9 0 11 9 1365 40 5 15 408
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1406 1406 2330 1719 1538 3433 3505 1550 1719 4867 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1406 1480 2330 1810 1538 3433 3505 1550 1719 4867 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 7 0 13 10 0 12 10 1513 44 6 17 452
RTOR Reduction (vph) 0 0 0 0 12 0 0 0 10 0 0 1
Lane Group Flow (vph) 3 4 13 10 0 0 10 1513 34 0 23 467 Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 22% 22% 22% 5% 5% 5% 2% 3% 2% 5% 5% 6% Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
Permitted Phases 3 7 6
Actuated Green, G (s) 1.7 1.7 3.6 2.1 4.0 1.5 108.3 108.3 5.4 112.2 Effective Green, g (s) 1.7 1.7 3.6 2.1 4.0 1.5 108.3 108.3 5.4 112.2 Actuated g/C Ratio 0.01 0.01 0.03 0.02 0.03 0.01 0.77 0.77 0.04 0.80 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 17 17 59 27 43 36 2711 1199 66 3900
v/s Ratio Prot 0.00 c0.01 0.00 0.00 c0.43 c0.01 c0.10
v/s Ratio Perm 0.00 c0.01 0.02
v/c Ratio 0.18 0.24 0.22 0.37 0.01 0.28 0.56 0.03 0.35 0.12 Uniform Delay, d1 68.5 68.5 66.8 68.3 66.1 68.7 6.3 3.7 65.6 3.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.66 2.71 1.00 1.04 0.91 Incremental Delay, d2 6.7 9.5 1.9 11.3 0.1 5.4 0.8 0.0 3.7 0.1 Delay (s) 75.1 78.0 68.7 79.6 66.2 50.7 17.9 3.7 71.9 2.8 Level of Service E E E E E D B A E A
Approach Delay (s) 71.5 72.3 17.7 6.1
Approach LOS E E B A
Intersection Summary
HCM 2000 Control Delay 16.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 7: Coleman Ave & Aviation Ave 03/30/2023
AM peak Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 14
Future Volume (vph) 14
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 102%
Adj. Flow (vph) 16
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 8: Coleman Ave & Earthquakes Wy 03/30/2023
AM peak Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 25 12 41 1497 425 4
Future Volume (vph) 6 25 12 41 1497 425 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 0.85 1.00 1.00 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3168 1427 3400 5036 4797
Flt Permitted 0.98 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3168 1427 3400 5036 4797
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 7 28 13 45 1660 471 4
RTOR Reduction (vph) 13 13 0 0 0 0 0
Lane Group Flow (vph) 8 1 0 58 1660 475 0
Confl. Peds. (#/hr) 1 1
Heavy Vehicles (%) 3% 3% 3% 3% 3% 8% 7%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 11.0 11.0 6.9 118.7 106.1
Effective Green, g (s) 11.0 11.0 6.9 118.7 106.1
Actuated g/C Ratio 0.08 0.08 0.05 0.85 0.76
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 248 112 167 4269 3635
v/s Ratio Prot c0.00 0.02 c0.33 0.10
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.35 0.39 0.13
Uniform Delay, d1 59.6 59.5 64.4 2.4 4.6
Progression Factor 1.00 1.00 1.31 0.16 1.08
Incremental Delay, d2 0.1 0.0 1.4 0.3 0.1
Delay (s) 59.7 59.5 85.9 0.6 5.0
Level of Service E E F A A
Approach Delay (s) 59.6 3.5 5.0
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 4.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 46.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
AM peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 0 170 1 1 0 233 1449 3 0 377 66 Future Volume (vph) 76 0 170 1 1 0 233 1449 3 0 377 66
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 4.0 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 1.00 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1750 2608 1805 1900 3273 5035 4780
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2608 1900 1900 3273 5035 4780
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 82 0 184 1 1 0 253 1572 3 0 409 72
RTOR Reduction (vph) 0 0 136 0 0 0 0 0 0 0 11 0
Lane Group Flow (vph) 0 82 48 1 1 0 253 1575 0 0 470 0
Confl. Peds. (#/hr) 1 1 2 2
Heavy Vehicles (%) 3% 3% 9% 0% 0% 0% 7% 3% 2% 5% 6% 5%
Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 14.9 41.5 1.4 7.6 16.4 103.8 81.7 Effective Green, g (s) 14.9 36.5 1.4 7.6 16.4 103.8 81.7 Actuated g/C Ratio 0.11 0.26 0.01 0.05 0.12 0.74 0.58
Clearance Time (s) 4.0 4.0 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 148 679 19 103 383 3733 2789
v/s Ratio Prot c0.02 0.00 c0.08 c0.31 0.10
v/s Ratio Perm c0.06 c0.00
v/c Ratio 0.55 0.07 0.05 0.01 0.66 0.42 0.17
Uniform Delay, d1 59.4 39.0 68.6 62.6 59.1 6.8 13.5
Progression Factor 1.00 1.00 1.00 1.00 1.13 0.61 0.49
Incremental Delay, d2 5.4 0.0 1.2 0.0 4.0 0.3 0.1
Delay (s) 64.8 39.0 69.8 62.7 70.8 4.5 6.7
Level of Service E D E E E A A
Approach Delay (s) 47.0 66.2 13.7 6.7
Approach LOS D E B A
Intersection Summary
HCM 2000 Control Delay 15.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 AM peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 11 149 0 599 0 1127 336 153 456 28 Future Volume (vph) 0 0 11 149 0 599 0 1127 336 153 456 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1454 3467 2814 5204 1620 3099 4891
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3467 2814 5204 1620 3099 4891
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 12 157 0 630 0 1185 353 161 480 29
RTOR Reduction (vph) 0 0 12 0 0 294 0 0 107 0 3 0
Lane Group Flow (vph) 0 0 0 157 0 336 0 1185 246 161 506 0 Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 13% 5% 5% Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 3.8 15.2 24.2 85.9 85.9 14.5 106.1 Effective Green, g (s) 3.8 15.2 24.2 85.9 85.9 14.5 106.1 Actuated g/C Ratio 0.03 0.11 0.17 0.61 0.61 0.10 0.76
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 39 376 486 3193 993 320 3706
v/s Ratio Prot 0.05 c0.12 c0.23 c0.05 0.10
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.42 0.69 0.37 0.25 0.50 0.14
Uniform Delay, d1 66.3 58.3 54.4 13.5 12.3 59.3 4.6
Progression Factor 1.00 1.00 1.00 0.84 1.05 1.17 0.52
Incremental Delay, d2 0.1 0.8 4.2 0.3 0.5 2.6 0.1
Delay (s) 66.4 59.0 58.6 11.6 13.4 71.9 2.5
Level of Service E E E B B E A
Approach Delay (s) 66.4 58.7 12.0 19.2
Approach LOS E E B B
Intersection Summary
HCM 2000 Control Delay 26.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 AM peak Synchro 11 Report
KIE Page 6
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 52: Brokaw Rd & Costco 03/30/2023
AM peak Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 15 37 214 211 3
Future Volume (Veh/h) 1 15 37 214 211 3
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Hourly flow rate (vph) 1 18 44 254 250 4
Pedestrians 1 4
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 302 68 49
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 302 68 49
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 73 100
cM capacity (veh/h) 1266 933 1015
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 19 44 254 254
Volume Left 1 0 0 250
Volume Right 0 0 254 4
cSH 1266 1700 1700 934
Volume to Capacity 0.00 0.03 0.15 0.27
Queue Length 95th (ft) 0 0 0 28
Control Delay (s) 0.4 0.0 0.0 10.3
Lane LOS A B
Approach Delay (s) 0.4 0.0 10.3
Approach LOS B
Intersection Summary
Average Delay 4.6
Intersection Capacity Utilization 23.9% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B AM 2: Coleman Ave & Brokaw Rd 03/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 22 113 26 6 19 222 959 161 18 311 32 Future Volume (veh/h) 108 22 113 26 6 19 222 959 161 18 311 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 1767 1767 1678 1900 1900 1900 1767 1841 1841 1737 1737 1737 Adj Flow Rate, veh/h 124 25 130 30 7 22 254 1099 0 21 356 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 9 9 15 0 0 0 9 4 4 11 11 11
Cap, veh/h 142 32 168 89 36 114 206 3231 26 1771
Arrive On Green 0.08 0.13 0.13 0.05 0.09 0.09 0.16 0.86 0.00 0.02 0.54 0.00 Sat Flow, veh/h 1682 245 1272 1810 397 1248 1682 5191 0 1654 3300 1472 Grp Volume(v), veh/h 124 0 155 30 0 29 254 1099 0 21 356 0 Grp Sat Flow(s),veh/h/ln 1682 0 1517 1810 0 1646 1682 1675 0 1654 1650 1472 Q Serve(g_s), s 10.2 0.0 13.8 2.2 0.0 2.3 17.1 6.3 0.0 1.8 7.8 0.0 Cycle Q Clear(g_c), s 10.2 0.0 13.8 2.2 0.0 2.3 17.1 6.3 0.0 1.8 7.8 0.0 Prop In Lane 1.00 0.84 1.00 0.76 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 142 0 200 89 0 150 206 3231 26 1771 V/C Ratio(X) 0.87 0.00 0.77 0.34 0.00 0.19 1.24 0.34 0.80 0.20 Avail Cap(c_a), veh/h 142 0 420 137 0 433 206 3231 119 1771 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 63.4 0.0 58.8 64.4 0.0 58.9 58.6 4.1 0.0 68.7 16.8 0.0 Incr Delay (d2), s/veh 41.9 0.0 2.4 0.8 0.0 0.2 139.7 0.3 0.0 17.9 0.3 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 6.1 0.0 5.5 1.1 0.0 1.0 14.9 1.8 0.0 0.9 3.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 105.3 0.0 61.2 65.2 0.0 59.1 198.3 4.3 0.0 86.5 17.1 0.0 LnGrp LOS F A E E A E F A F B
Approach Vol, veh/h 279 59 1353 377
Approach Delay, s/veh 80.8 62.2 40.8 21.0
Approach LOS F E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.1 95.9 12.3 24.7 22.0 81.0 18.0 19.0 Change Period (Y+Rc), s 4.9 5.9 5.4 6.2 4.9 5.9 6.2 6.2 Max Green Setting (Gmax), s 10.1 58.1 10.6 38.8 17.1 51.1 11.8 36.8 Max Q Clear Time (g_c+I1), s 3.8 8.3 4.2 15.8 19.1 9.8 12.2 4.3 Green Ext Time (p_c), s 0.0 13.2 0.0 0.3 0.0 3.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 43.2
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B AM 3: Coleman Ave & Champions Wy 03/30/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 2 1334 453 6
Future Volume (veh/h) 5 5 2 1334 453 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1841 1781 1811
Adj Flow Rate, veh/h 6 6 2 1564 531 7
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 0 0 3 4 8 6
Cap, veh/h 34 36 7 4562 2953 39
Arrive On Green 0.02 0.02 0.01 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5191 3510 45
Grp Volume(v), veh/h 6 6 2 1564 263 275
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1675 1692 1773
Q Serve(g_s), s 0.5 0.5 0.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.5 0.5 0.2 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 34 36 7 4562 1461 1531
V/C Ratio(X) 0.18 0.17 0.30 0.34 0.18 0.18
Avail Cap(c_a), veh/h 134 126 117 4562 1461 1531
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98
Uniform Delay (d), s/veh 67.6 67.2 69.3 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.5 3.0 32.9 0.2 0.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.2 0.1 0.1 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.2 70.2 102.2 0.2 0.3 0.3
LnGrp LOS E E F A A A
Approach Vol, veh/h 12 1566 538
Approach Delay, s/veh 70.7 0.3 0.3
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.2 126.6 132.8 7.2
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 9.3 104.3 119.3 10.4
Max Q Clear Time (g_c+I1), s 2.2 2.0 2.0 2.5
Green Ext Time (p_c), s 0.0 12.7 75.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.7
HCM 6th LOS A
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B AM 13: Coleman Ave & Airport Blvd 03/30/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 56 118 1601 345 53 380
Future Volume (veh/h) 56 118 1601 345 53 380
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1870 1826 1707
Adj Flow Rate, veh/h 64 135 1835 0 61 436
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 4 4 4 2 5 13
Cap, veh/h 356 214 4641 109 3774
Arrive On Green 0.10 0.10 0.49 0.00 0.06 1.00
Sat Flow, veh/h 3401 1560 6590 1585 3374 4815
Grp Volume(v), veh/h 64 135 1835 0 61 436
Grp Sat Flow(s),veh/h/ln 1700 1560 1583 1585 1687 1554
Q Serve(g_s), s 2.4 11.4 25.6 0.0 2.5 0.0
Cycle Q Clear(g_c), s 2.4 11.4 25.6 0.0 2.5 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 356 214 4641 109 3774
V/C Ratio(X) 0.18 0.63 0.40 0.56 0.12
Avail Cap(c_a), veh/h 1062 537 4641 212 3774
HCM Platoon Ratio 1.00 1.00 0.67 0.67 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.81 0.00 1.00 1.00
Uniform Delay (d), s/veh 57.2 57.1 16.0 0.0 64.5 0.0
Incr Delay (d2), s/veh 0.3 4.3 0.2 0.0 4.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 10.0 10.1 0.0 1.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.5 61.4 16.2 0.0 68.9 0.1
LnGrp LOS E E B E A
Approach Vol, veh/h 199 1835 497
Approach Delay, s/veh 60.2 16.2 8.5
Approach LOS E B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 119.1 20.9 10.7 108.3
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 84.3 43.7 8.8 69.3
Max Q Clear Time (g_c+I1), s 2.0 13.4 4.5 27.6
Green Ext Time (p_c), s 12.5 1.2 0.0 37.9
Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B AM 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 254 301 1606 0 0 444
Future Volume (veh/h) 254 301 1606 0 0 444
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1678 1870 0 0 1752
Adj Flow Rate, veh/h 270 320 1706 0 0 472
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 7 15 2 0 0 10
Cap, veh/h 824 353 3444 0 0 3226
Arrive On Green 0.25 0.25 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3319 1422 5443 0 0 5098
Grp Volume(v), veh/h 270 320 1706 0 0 472
Grp Sat Flow(s),veh/h/ln 1659 1422 1702 0 0 1594
Q Serve(g_s), s 9.3 30.6 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 9.3 30.6 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 824 353 3444 0 0 3226
V/C Ratio(X) 0.33 0.91 0.50 0.00 0.00 0.15
Avail Cap(c_a), veh/h 946 405 3444 0 0 3226
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 43.1 51.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.3 22.7 0.5 0.0 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.9 13.0 0.2 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.4 73.8 0.5 0.0 0.0 0.1
LnGrp LOS D E A A A A
Approach Vol, veh/h 590 1706 472
Approach Delay, s/veh 59.9 0.5 0.1
Approach LOS E A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 100.1 39.9 100.1
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 89.3 39.9 89.3
Max Q Clear Time (g_c+I1), s 2.0 32.6 2.0
Green Ext Time (p_c), s 11.4 2.2 68.1
Intersection Summary
HCM 6th Ctrl Delay 13.1
HCM 6th LOS B
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B AM 17: Coleman Ave & Hedding St 03/30/2023
AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 237 181 99 58 246 290 81 933 47 136 328 138 Future Volume (veh/h) 237 181 99 58 246 290 81 933 47 136 328 138 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 260 199 109 64 270 0 89 1023 52 149 360 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 317 365 191 81 414 188 1954 99 194 2673
Arrive On Green 0.09 0.17 0.17 0.05 0.12 0.00 0.11 0.58 0.58 0.11 1.00 0.00 Sat Flow, veh/h 3401 2209 1155 1753 3589 0 1753 3386 172 3401 5191 0 Grp Volume(v), veh/h 260 156 152 64 270 0 89 528 547 149 360 0 Grp Sat Flow(s),veh/h/ln 1700 1749 1615 1753 1749 0 1753 1749 1810 1700 1675 0 Q Serve(g_s), s 10.5 11.4 12.2 5.1 10.3 0.0 6.7 25.6 25.6 6.0 0.0 0.0 Cycle Q Clear(g_c), s 10.5 11.4 12.2 5.1 10.3 0.0 6.7 25.6 25.6 6.0 0.0 0.0 Prop In Lane 1.00 0.72 1.00 0.00 1.00 0.10 1.00 0.00
Lane Grp Cap(c), veh/h 317 289 267 81 414 188 1009 1044 194 2673 V/C Ratio(X) 0.82 0.54 0.57 0.79 0.65 0.47 0.52 0.52 0.77 0.13 Avail Cap(c_a), veh/h 459 461 426 136 722 188 1009 1044 226 2673 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.99 0.99 0.00 Uniform Delay (d), s/veh 62.3 53.6 53.9 66.1 59.0 0.0 58.8 17.9 18.0 61.1 0.0 0.0 Incr Delay (d2), s/veh 7.6 1.6 1.9 15.1 1.7 0.0 8.3 1.9 1.9 12.6 0.1 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 4.9 5.1 5.1 2.6 4.7 0.0 3.4 10.5 10.8 2.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.9 55.1 55.8 81.2 60.7 0.0 67.1 19.9 19.8 73.7 0.1 0.0 LnGrp LOS E E E F E E B B E A
Approach Vol, veh/h 568 334 1164 509
Approach Delay, s/veh 62.1 64.6 23.5 21.6
Approach LOS E E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.0 80.2 18.1 21.7 13.7 86.5 11.6 28.2 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 15.0 56.3 18.9 28.9 9.3 61.3 10.9 36.9 Max Q Clear Time (g_c+I1), s 8.7 2.0 12.5 12.3 8.0 27.6 7.1 14.2 Green Ext Time (p_c), s 0.1 6.4 0.5 0.9 0.1 19.3 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 37.0
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 7: Coleman Ave & Aviation Ave 03/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 6 0 12 9 0 11 9 1370 40 5 15 413
Future Volume (vph) 6 0 12 9 0 11 9 1370 40 5 15 413
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1406 1406 2330 1719 1538 3433 3505 1550 1719 4823 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1406 1480 2330 1810 1538 3433 3505 1550 1719 4823 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 7 0 13 10 0 12 10 1519 44 6 17 458
RTOR Reduction (vph) 0 0 0 0 12 0 0 0 10 0 0 1
Lane Group Flow (vph) 3 4 13 10 0 0 10 1519 34 0 23 473 Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 22% 22% 22% 5% 5% 5% 2% 3% 2% 5% 5% 7% Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
Permitted Phases 3 7 6
Actuated Green, G (s) 1.7 1.7 3.6 2.1 4.0 1.5 108.3 108.3 5.4 112.2 Effective Green, g (s) 1.7 1.7 3.6 2.1 4.0 1.5 108.3 108.3 5.4 112.2 Actuated g/C Ratio 0.01 0.01 0.03 0.02 0.03 0.01 0.77 0.77 0.04 0.80 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 17 17 59 27 43 36 2711 1199 66 3865
v/s Ratio Prot 0.00 c0.01 0.00 0.00 c0.43 c0.01 c0.10
v/s Ratio Perm 0.00 c0.01 0.02
v/c Ratio 0.18 0.24 0.22 0.37 0.01 0.28 0.56 0.03 0.35 0.12 Uniform Delay, d1 68.5 68.5 66.8 68.3 66.1 68.7 6.3 3.7 65.6 3.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.67 2.73 1.00 1.03 0.92 Incremental Delay, d2 6.7 9.5 1.9 11.3 0.1 5.3 0.8 0.0 3.7 0.1 Delay (s) 75.1 78.0 68.7 79.6 66.2 51.3 18.1 3.7 71.1 2.9 Level of Service E E E E E D B A E A
Approach Delay (s) 71.5 72.3 17.9 6.0
Approach LOS E E B A
Intersection Summary
HCM 2000 Control Delay 16.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 7: Coleman Ave & Aviation Ave 03/30/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 14
Future Volume (vph) 14
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 102%
Adj. Flow (vph) 16
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 8: Coleman Ave & Earthquakes Wy 03/30/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 25 12 41 1502 430 4
Future Volume (vph) 6 25 12 41 1502 430 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 0.85 1.00 1.00 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3168 1427 3400 4988 4753
Flt Permitted 0.98 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3168 1427 3400 4988 4753
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 7 28 13 45 1665 477 4
RTOR Reduction (vph) 13 13 0 0 0 0 0
Lane Group Flow (vph) 8 1 0 58 1665 481 0
Confl. Peds. (#/hr) 1 1
Heavy Vehicles (%) 3% 3% 3% 3% 4% 9% 7%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 11.0 11.0 6.9 118.7 106.1
Effective Green, g (s) 11.0 11.0 6.9 118.7 106.1
Actuated g/C Ratio 0.08 0.08 0.05 0.85 0.76
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 248 112 167 4229 3602
v/s Ratio Prot c0.00 0.02 c0.33 0.10
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.35 0.39 0.13
Uniform Delay, d1 59.6 59.5 64.4 2.4 4.6
Progression Factor 1.00 1.00 1.31 0.16 1.07
Incremental Delay, d2 0.1 0.0 1.4 0.3 0.1
Delay (s) 59.7 59.5 85.7 0.6 5.0
Level of Service E E F A A
Approach Delay (s) 59.6 3.5 5.0
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 4.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 0 185 1 1 0 248 1454 3 0 382 66 Future Volume (vph) 76 0 185 1 1 0 248 1454 3 0 382 66
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 4.0 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 1.00 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1750 2429 1805 1900 3099 5035 4743
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2429 1900 1900 3099 5035 4743
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 82 0 201 1 1 0 269 1578 3 0 415 72
RTOR Reduction (vph) 0 0 145 0 0 0 0 0 0 0 11 0
Lane Group Flow (vph) 0 82 56 1 1 0 269 1581 0 0 476 0
Confl. Peds. (#/hr) 1 1 2 2
Heavy Vehicles (%) 3% 3% 17% 0% 0% 0% 13% 3% 2% 5% 7% 5% Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 14.9 43.8 1.4 7.6 18.7 103.8 79.4 Effective Green, g (s) 14.9 38.8 1.4 7.6 18.7 103.8 79.4 Actuated g/C Ratio 0.11 0.28 0.01 0.05 0.13 0.74 0.57
Clearance Time (s) 4.0 4.0 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 148 673 19 103 413 3733 2689
v/s Ratio Prot c0.02 0.00 c0.09 c0.31 0.10
v/s Ratio Perm c0.06 c0.00
v/c Ratio 0.55 0.08 0.05 0.01 0.65 0.42 0.18
Uniform Delay, d1 59.4 37.4 68.6 62.6 57.6 6.8 14.6
Progression Factor 1.00 1.00 1.00 1.00 1.17 0.59 0.49
Incremental Delay, d2 5.4 0.1 1.2 0.0 3.4 0.3 0.1
Delay (s) 64.8 37.5 69.8 62.7 70.7 4.4 7.2
Level of Service E D E E E A A
Approach Delay (s) 45.4 66.2 14.0 7.2
Approach LOS D E B A
Intersection Summary
HCM 2000 Control Delay 16.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 11 149 0 599 0 1127 336 173 456 28 Future Volume (vph) 0 0 11 149 0 599 0 1127 336 173 456 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1644 3467 2814 5204 1620 2847 4891
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1644 3467 2814 5204 1620 2847 4891
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 12 157 0 630 0 1185 353 182 480 29
RTOR Reduction (vph) 0 0 12 0 0 294 0 0 111 0 3 0
Lane Group Flow (vph) 0 0 0 157 0 336 0 1185 242 182 506 0 Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 23% 5% 5% Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 3.8 15.2 24.2 84.1 84.1 16.3 106.1 Effective Green, g (s) 3.8 15.2 24.2 84.1 84.1 16.3 106.1 Actuated g/C Ratio 0.03 0.11 0.17 0.60 0.60 0.12 0.76
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 44 376 486 3126 973 331 3706
v/s Ratio Prot 0.05 c0.12 c0.23 c0.06 0.10
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.42 0.69 0.38 0.25 0.55 0.14
Uniform Delay, d1 66.3 58.3 54.4 14.5 13.1 58.4 4.6
Progression Factor 1.00 1.00 1.00 0.83 1.01 1.15 0.49
Incremental Delay, d2 0.1 0.8 4.2 0.3 0.5 3.2 0.1
Delay (s) 66.3 59.0 58.6 12.2 13.8 70.6 2.3
Level of Service E E E B B E A
Approach Delay (s) 66.3 58.7 12.6 20.3
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 26.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 52: Brokaw Rd & Costco 03/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 20 42 214 211 3
Future Volume (Veh/h) 1 20 42 214 211 3
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Hourly flow rate (vph) 1 24 50 254 250 4
Pedestrians 1 4
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 308 80 55
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 308 80 55
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 73 100
cM capacity (veh/h) 1259 918 1007
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 25 50 254 254
Volume Left 1 0 0 250
Volume Right 0 0 254 4
cSH 1259 1700 1700 919
Volume to Capacity 0.00 0.03 0.15 0.28
Queue Length 95th (ft) 0 0 0 28
Control Delay (s) 0.3 0.0 0.0 10.4
Lane LOS A B
Approach Delay (s) 0.3 0.0 10.4
Approach LOS B
Intersection Summary
Average Delay 4.5
Intersection Capacity Utilization 23.9% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background AM 3: Coleman Ave & Champions Wy 03/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 102 5 112 1184 877 6
Future Volume (veh/h) 102 5 112 1184 877 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1856 1856 1811
Adj Flow Rate, veh/h 115 6 127 1338 991 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 3 3 3 6
Cap, veh/h 144 270 155 4289 3727 26
Arrive On Green 0.08 0.08 0.12 1.00 0.48 0.48
Sat Flow, veh/h 1810 1610 1767 5233 5356 37
Grp Volume(v), veh/h 115 6 127 1338 645 353
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1689 1689 1849
Q Serve(g_s), s 8.7 0.4 9.8 0.0 15.9 15.9
Cycle Q Clear(g_c), s 8.7 0.4 9.8 0.0 15.9 15.9
Prop In Lane 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 144 270 155 4289 2425 1328
V/C Ratio(X) 0.80 0.02 0.82 0.31 0.27 0.27
Avail Cap(c_a), veh/h 367 468 420 4289 2425 1328
HCM Platoon Ratio 1.00 1.00 1.33 1.33 0.67 0.67
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98
Uniform Delay (d), s/veh 63.3 48.7 60.7 0.0 14.4 14.4
Incr Delay (d2), s/veh 13.2 0.0 13.8 0.2 0.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.6 0.2 4.8 0.1 6.7 7.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.5 48.7 74.5 0.2 14.6 14.8
LnGrp LOS E D E A B B
Approach Vol, veh/h 121 1465 998
Approach Delay, s/veh 75.2 6.6 14.7
Approach LOS E A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 18.0 106.2 124.2 15.8
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 33.3 62.3 101.3 28.4
Max Q Clear Time (g_c+I1), s 11.8 17.9 2.0 10.7
Green Ext Time (p_c), s 0.6 23.7 54.4 0.5
Intersection Summary
HCM 6th Ctrl Delay 13.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background AM 13: Coleman Ave & Airport Blvd 03/30/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 56 141 1751 345 68 582
Future Volume (veh/h) 56 141 1751 345 68 582
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1885 1870 1826 1856
Adj Flow Rate, veh/h 63 159 1979 0 77 658
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 4 1 2 5 3
Cap, veh/h 407 242 4635 120 4025
Arrive On Green 0.12 0.12 1.00 0.00 0.04 0.79
Sat Flow, veh/h 3401 1560 6749 1585 3374 5233
Grp Volume(v), veh/h 63 159 1979 0 77 658
Grp Sat Flow(s),veh/h/ln 1700 1560 1621 1585 1687 1689
Q Serve(g_s), s 2.3 13.4 0.0 0.0 3.2 4.3
Cycle Q Clear(g_c), s 2.3 13.4 0.0 0.0 3.2 4.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 407 242 4635 120 4025
V/C Ratio(X) 0.15 0.66 0.43 0.64 0.16
Avail Cap(c_a), veh/h 1045 535 4635 260 4025
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.73 0.00 1.00 1.00
Uniform Delay (d), s/veh 55.3 55.6 0.0 0.0 66.6 3.4
Incr Delay (d2), s/veh 0.2 4.3 0.2 0.0 5.6 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 11.7 0.1 0.0 1.4 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 59.9 0.2 0.0 72.3 3.5
LnGrp LOS E E A E A
Approach Vol, veh/h 222 1979 735
Approach Delay, s/veh 58.6 0.2 10.7
Approach LOS E A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 116.9 23.1 11.2 105.8
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 85.0 43.0 10.8 68.0
Max Q Clear Time (g_c+I1), s 6.3 15.4 5.2 2.0
Green Ext Time (p_c), s 21.0 1.3 0.1 59.8
Intersection Summary
HCM 6th Ctrl Delay 7.3
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background AM 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 254 318 1740 0 0 646
Future Volume (veh/h) 254 318 1740 0 0 646
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1811 1870 0 0 1870
Adj Flow Rate, veh/h 287 359 1967 0 0 730
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 7 6 2 0 0 2
Cap, veh/h 887 410 3348 0 0 3348
Arrive On Green 0.27 0.27 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3319 1535 5443 0 0 5443
Grp Volume(v), veh/h 287 359 1967 0 0 730
Grp Sat Flow(s),veh/h/ln 1659 1535 1702 0 0 1702
Q Serve(g_s), s 9.7 31.3 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 9.7 31.3 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 887 410 3348 0 0 3348
V/C Ratio(X) 0.32 0.88 0.59 0.00 0.00 0.22
Avail Cap(c_a), veh/h 1254 580 3348 0 0 3348
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.99
Uniform Delay (d), s/veh 41.1 49.1 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.3 12.0 0.8 0.0 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.0 13.3 0.2 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.4 61.1 0.8 0.0 0.0 0.1
LnGrp LOS D E A A A A
Approach Vol, veh/h 646 1967 730
Approach Delay, s/veh 52.3 0.8 0.1
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 97.5 42.5 97.5
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 76.3 52.9 76.3
Max Q Clear Time (g_c+I1), s 2.0 33.3 2.0
Green Ext Time (p_c), s 19.7 4.1 66.3
Intersection Summary
HCM 6th Ctrl Delay 10.6
HCM 6th LOS B
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background AM 17: Coleman Ave & Hedding St 03/30/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 244 181 99 58 246 299 81 994 47 148 447 150 Future Volume (veh/h) 244 181 99 58 246 299 81 994 47 148 447 150 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 276 205 112 66 278 0 92 1124 53 167 505 0 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, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 325 372 194 84 422 188 1927 91 214 2651
Arrive On Green 0.10 0.17 0.17 0.05 0.12 0.00 0.11 0.57 0.57 0.13 1.00 0.00 Sat Flow, veh/h 3401 2210 1154 1753 3589 0 1753 3400 160 3401 5191 0 Grp Volume(v), veh/h 276 160 157 66 278 0 92 578 599 167 505 0 Grp Sat Flow(s),veh/h/ln 1700 1749 1616 1753 1749 0 1753 1749 1812 1700 1675 0 Q Serve(g_s), s 11.2 11.7 12.5 5.2 10.6 0.0 6.9 29.9 30.0 6.7 0.0 0.0 Cycle Q Clear(g_c), s 11.2 11.7 12.5 5.2 10.6 0.0 6.9 29.9 30.0 6.7 0.0 0.0 Prop In Lane 1.00 0.71 1.00 0.00 1.00 0.09 1.00 0.00
Lane Grp Cap(c), veh/h 325 294 272 84 422 188 991 1027 214 2651 V/C Ratio(X) 0.85 0.54 0.58 0.79 0.66 0.49 0.58 0.58 0.78 0.19 Avail Cap(c_a), veh/h 362 431 398 154 797 188 991 1027 275 2651 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.98 0.98 0.00 Uniform Delay (d), s/veh 62.3 53.3 53.6 65.9 58.8 0.0 58.9 19.6 19.6 60.3 0.0 0.0 Incr Delay (d2), s/veh 15.9 1.6 1.9 14.7 1.8 0.0 8.9 2.5 2.4 10.3 0.2 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 5.5 5.3 5.2 2.7 4.8 0.0 3.5 12.3 12.8 3.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.2 54.9 55.6 80.6 60.6 0.0 67.8 22.1 22.1 70.6 0.2 0.0 LnGrp LOS E D E F E E C C E A
Approach Vol, veh/h 593 344 1269 672
Approach Delay, s/veh 65.9 64.4 25.4 17.7
Approach LOS E E C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.0 79.5 18.5 22.0 14.5 85.1 11.8 28.6 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 15.0 57.3 14.9 31.9 11.3 60.3 12.3 34.5 Max Q Clear Time (g_c+I1), s 8.9 2.0 13.2 12.6 8.7 32.0 7.2 14.5 Green Ext Time (p_c), s 0.1 9.5 0.2 1.0 0.1 18.9 0.1 3.1 Intersection Summary
HCM 6th Ctrl Delay 36.6
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background AM 52: Brokaw Rd & Costco 03/30/2023
AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 83 0 41 50 214 0 0 141 211 5 3 Future Volume (veh/h) 1 83 0 41 50 214 0 0 141 211 5 3
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 1900 1796 1870 1870 1856 1841 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1 94 0 46 57 242 0 0 159 239 6 3
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, % 0 7 2 2 3 4 2 2 2 2 2 2
Cap, veh/h 613 911 0 726 156 663 0 0 201 297 7 4
Arrive On Green 0.51 0.51 0.00 0.85 0.85 0.85 0.00 0.00 0.13 0.17 0.17 0.17 Sat Flow, veh/h 1095 1796 0 1298 308 1307 0 0 1585 1716 43 22 Grp Volume(v), veh/h 1 94 0 46 0 299 0 0 159 248 0 0
Grp Sat Flow(s),veh/h/ln 1095 1796 0 1298 0 1614 0 0 1585 1781 0 0 Q Serve(g_s), s 0.0 1.9 0.0 0.5 0.0 2.9 0.0 0.0 6.8 9.4 0.0 0.0 Cycle Q Clear(g_c), s 2.9 1.9 0.0 2.4 0.0 2.9 0.0 0.0 6.8 9.4 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.81 0.00 1.00 0.96 0.01
Lane Grp Cap(c), veh/h 613 911 0 726 0 819 0 0 201 308 0 0 V/C Ratio(X) 0.00 0.10 0.00 0.06 0.00 0.37 0.00 0.00 0.79 0.81 0.00 0.00 Avail Cap(c_a), veh/h 613 911 0 726 0 819 0 0 408 460 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.82 0.00 0.82 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.0 9.0 0.0 3.0 0.0 2.9 0.0 0.0 29.6 27.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.1 0.0 1.0 0.0 0.0 6.7 6.3 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 0.0 0.7 0.0 0.1 0.0 0.9 0.0 0.0 2.8 4.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.0 9.2 0.0 3.2 0.0 3.9 0.0 0.0 36.4 34.1 0.0 0.0 LnGrp LOS A A A A A A A A D C A A
Approach Vol, veh/h 95 345 159 248
Approach Delay, s/veh 9.2 3.8 36.4 34.1
Approach LOS A A D C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 40.0 16.6 40.0 13.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.4 18.1 20.4 18.0
Max Q Clear Time (g_c+I1), s 4.9 11.4 4.9 8.8
Green Ext Time (p_c), s 0.4 0.8 1.9 0.5
Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 2: Coleman Ave & Brokaw Rd 03/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 274 22 144 26 6 19 213 1070 161 18 477 32 Future Volume (vph) 274 22 144 26 6 19 213 1070 161 18 477 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1573 1588 1495 1715 1751 1615 1736 4890 1626 4673 1416 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1573 1588 1495 1715 1751 1615 1736 4890 1626 4673 1416 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 310 25 163 29 7 21 241 1210 182 20 539 36 RTOR Reduction (vph) 0 0 98 0 0 20 0 9 0 0 0 20
Lane Group Flow (vph) 167 168 65 18 18 1 241 1383 0 20 539 16 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 9% 9% 8% 0% 0% 0% 4% 4% 4% 11% 11% 11% Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 19.4 19.4 56.2 4.9 4.9 4.9 30.6 88.1 4.4 61.9 61.9 Effective Green, g (s) 19.4 19.4 56.2 4.9 4.9 4.9 30.6 88.1 4.4 61.9 61.9 Actuated g/C Ratio 0.14 0.14 0.40 0.04 0.04 0.04 0.22 0.63 0.03 0.44 0.44 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 217 220 600 60 61 56 379 3077 51 2066 626 v/s Ratio Prot c0.11 0.11 0.04 c0.01 0.01 0.00 c0.14 c0.28 0.01 0.12 v/s Ratio Perm 0.01
v/c Ratio 0.77 0.76 0.11 0.30 0.30 0.01 0.64 0.45 0.39 0.26 0.03 Uniform Delay, d1 58.1 58.1 26.2 65.9 65.9 65.2 49.6 13.4 66.5 24.6 22.0 Progression Factor 1.16 1.16 1.74 1.00 1.00 1.00 1.20 0.36 1.00 1.00 1.00 Incremental Delay, d2 13.2 12.6 0.0 1.0 1.0 0.0 3.0 0.5 1.8 0.3 0.1 Delay (s) 80.6 79.9 45.8 66.9 66.9 65.2 62.4 5.3 68.3 24.9 22.1 Level of Service F E D E E E E A E C C
Approach Delay (s) 69.0 66.3 13.7 26.2
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 27.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 7: Coleman Ave & Aviation Ave 03/30/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 22 0 47 9 0 11 258 1317 40 5 15 714 Future Volume (vph) 22 0 47 9 0 11 258 1317 40 5 15 714 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.98
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1406 1406 2330 1719 1538 3433 3539 1550 1719 4887 Flt Permitted 0.95 0.75 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1406 1109 2330 1810 1538 3433 3539 1550 1719 4887 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 25 0 53 10 0 12 292 1489 45 6 17 807
RTOR Reduction (vph) 0 0 0 0 11 0 0 0 12 0 0 16
Lane Group Flow (vph) 12 13 53 10 1 0 292 1489 33 0 23 945 Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 22% 22% 22% 5% 5% 5% 2% 2% 2% 5% 5% 3% Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
Permitted Phases 3 7 6
Actuated Green, G (s) 6.7 6.7 10.4 2.3 6.0 18.1 101.7 101.7 5.0 88.6 Effective Green, g (s) 6.7 6.7 10.4 2.3 6.0 18.1 101.7 101.7 5.0 88.6 Actuated g/C Ratio 0.05 0.05 0.07 0.02 0.04 0.13 0.73 0.73 0.04 0.63 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 67 53 173 29 65 443 2570 1125 61 3092 v/s Ratio Prot 0.01 c0.02 0.00 c0.09 c0.42 0.01 0.19
v/s Ratio Perm 0.01 c0.01 0.02
v/c Ratio 0.18 0.25 0.31 0.34 0.01 0.66 0.58 0.03 0.38 0.31 Uniform Delay, d1 64.0 64.2 61.4 68.1 64.2 58.0 9.0 5.4 66.0 11.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.86 1.34 1.00 0.68 2.32 Incremental Delay, d2 1.8 3.3 1.0 9.5 0.1 3.6 0.9 0.0 4.4 0.2 Delay (s) 65.8 67.5 62.4 77.6 64.2 53.3 13.0 5.4 49.3 27.4 Level of Service E E E E E D B A D C
Approach Delay (s) 63.8 70.3 19.3 28.0
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 23.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 7: Coleman Ave & Aviation Ave 03/30/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 136
Future Volume (vph) 136
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 104%
Adj. Flow (vph) 154
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 8: Coleman Ave & Earthquakes Wy 03/30/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 25 12 41 1700 766 4
Future Volume (vph) 6 25 12 41 1700 766 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 0.85 1.00 1.00 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3168 1427 3400 5036 4982
Flt Permitted 0.98 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3168 1427 3400 5036 4982
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 7 28 14 46 1922 866 5
RTOR Reduction (vph) 13 13 0 0 0 0 0
Lane Group Flow (vph) 8 1 0 60 1922 871 0
Confl. Peds. (#/hr) 1 1
Heavy Vehicles (%) 3% 3% 3% 3% 3% 4% 7%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 11.0 11.0 7.1 118.7 105.9
Effective Green, g (s) 11.0 11.0 7.1 118.7 105.9
Actuated g/C Ratio 0.08 0.08 0.05 0.85 0.76
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 248 112 172 4269 3768
v/s Ratio Prot c0.00 0.02 c0.38 0.17
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.35 0.45 0.23
Uniform Delay, d1 59.6 59.5 64.2 2.6 5.0
Progression Factor 1.00 1.00 1.33 0.12 0.86
Incremental Delay, d2 0.1 0.0 1.3 0.3 0.1
Delay (s) 59.7 59.5 87.0 0.6 4.5
Level of Service E E F A A
Approach Delay (s) 59.6 3.2 4.5
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 4.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 0 160 1 1 0 223 1652 3 0 718 66 Future Volume (vph) 76 0 160 1 1 0 223 1652 3 0 718 66
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 4.0 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 1.00 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1750 2760 1805 1900 3433 5084 4958
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2760 1900 1900 3433 5084 4958
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 86 0 181 1 1 0 252 1867 3 0 812 75
RTOR Reduction (vph) 0 0 134 0 0 0 0 0 0 0 5 0
Lane Group Flow (vph) 0 86 47 1 1 0 252 1870 0 0 882 0
Confl. Peds. (#/hr) 1 1 2 2
Heavy Vehicles (%) 3% 3% 3% 0% 0% 0% 2% 2% 2% 5% 3% 5%
Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 15.4 41.2 1.4 7.6 15.6 103.3 82.0 Effective Green, g (s) 15.4 36.2 1.4 7.6 15.6 103.3 82.0 Actuated g/C Ratio 0.11 0.26 0.01 0.05 0.11 0.74 0.59
Clearance Time (s) 4.0 4.0 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 153 713 19 103 382 3751 2903
v/s Ratio Prot c0.02 0.00 c0.07 c0.37 0.18
v/s Ratio Perm c0.06 c0.00
v/c Ratio 0.56 0.07 0.05 0.01 0.66 0.50 0.30
Uniform Delay, d1 59.1 39.1 68.6 62.6 59.7 7.6 14.6
Progression Factor 1.00 1.00 1.00 1.00 1.21 0.57 0.29
Incremental Delay, d2 5.6 0.0 1.2 0.0 3.8 0.4 0.3
Delay (s) 64.7 39.2 69.8 62.7 76.1 4.8 4.5
Level of Service E D E E E A A
Approach Delay (s) 47.4 66.2 13.2 4.5
Approach LOS D E B A
Intersection Summary
HCM 2000 Control Delay 13.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 AM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 11 149 0 658 0 1203 336 232 600 28 Future Volume (vph) 0 0 11 149 0 658 0 1203 336 232 600 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1454 3467 2814 5204 1620 3367 4901
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3467 2814 5204 1620 3367 4901
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 0 0 12 168 0 744 0 1360 380 262 678 32
RTOR Reduction (vph) 0 0 12 0 0 453 0 0 95 0 2 0
Lane Group Flow (vph) 0 0 0 168 0 291 0 1360 285 262 708 0 Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 4% 5% 5%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 2.9 13.9 22.0 84.6 84.6 18.0 108.3 Effective Green, g (s) 2.9 13.9 22.0 84.6 84.6 18.0 108.3 Actuated g/C Ratio 0.02 0.10 0.16 0.60 0.60 0.13 0.77
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 30 344 442 3144 978 432 3791
v/s Ratio Prot 0.05 c0.10 c0.26 c0.08 0.14
v/s Ratio Perm 0.00 0.18
v/c Ratio 0.01 0.49 0.66 0.43 0.29 0.61 0.19
Uniform Delay, d1 67.1 59.7 55.5 14.8 13.3 57.7 4.2
Progression Factor 1.00 1.00 1.00 0.81 0.81 0.98 0.82
Incremental Delay, d2 0.1 1.1 3.5 0.3 0.5 3.5 0.1
Delay (s) 67.3 60.8 59.0 12.3 11.2 60.0 3.5
Level of Service E E E B B E A
Approach Delay (s) 67.3 59.3 12.1 18.8
Approach LOS E E B B
Intersection Summary
HCM 2000 Control Delay 25.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 AM Peak Synchro 11 Report
KIE Page 7
c Critical Lane Group
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B AM 3: Coleman Ave & Champions Wy 03/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 102 5 112 1188 881 6
Future Volume (veh/h) 102 5 112 1188 881 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1841 1856 1811
Adj Flow Rate, veh/h 115 6 127 1343 996 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 3 4 3 6
Cap, veh/h 144 270 155 4255 3727 26
Arrive On Green 0.08 0.08 0.12 1.00 0.48 0.48
Sat Flow, veh/h 1810 1610 1767 5191 5357 36
Grp Volume(v), veh/h 115 6 127 1343 648 355
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1675 1689 1849
Q Serve(g_s), s 8.7 0.4 9.8 0.0 16.0 16.0
Cycle Q Clear(g_c), s 8.7 0.4 9.8 0.0 16.0 16.0
Prop In Lane 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 144 270 155 4255 2425 1328
V/C Ratio(X) 0.80 0.02 0.82 0.32 0.27 0.27
Avail Cap(c_a), veh/h 367 468 420 4255 2425 1328
HCM Platoon Ratio 1.00 1.00 1.33 1.33 0.67 0.67
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98
Uniform Delay (d), s/veh 63.3 48.7 60.7 0.0 14.4 14.4
Incr Delay (d2), s/veh 13.2 0.0 13.8 0.2 0.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.6 0.2 4.8 0.1 6.8 7.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.5 48.7 74.5 0.2 14.6 14.9
LnGrp LOS E D E A B B
Approach Vol, veh/h 121 1470 1003
Approach Delay, s/veh 75.2 6.6 14.7
Approach LOS E A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 18.0 106.2 124.2 15.8
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 33.3 62.3 101.3 28.4
Max Q Clear Time (g_c+I1), s 11.8 18.0 2.0 10.7
Green Ext Time (p_c), s 0.6 23.8 54.8 0.5
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B AM 13: Coleman Ave & Airport Blvd 03/30/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 56 141 1765 345 68 596
Future Volume (veh/h) 56 141 1765 345 68 596
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1856 1870 1826 1841
Adj Flow Rate, veh/h 63 159 1995 0 77 674
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 4 3 2 5 4
Cap, veh/h 407 242 4564 119 3993
Arrive On Green 0.12 0.12 1.00 0.00 0.07 1.00
Sat Flow, veh/h 3401 1560 6643 1585 3374 5191
Grp Volume(v), veh/h 63 159 1995 0 77 674
Grp Sat Flow(s),veh/h/ln 1700 1560 1596 1585 1687 1675
Q Serve(g_s), s 2.3 13.4 0.0 0.0 3.1 0.0
Cycle Q Clear(g_c), s 2.3 13.4 0.0 0.0 3.1 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 407 242 4564 119 3993
V/C Ratio(X) 0.15 0.66 0.44 0.65 0.17
Avail Cap(c_a), veh/h 1045 534 4564 260 3993
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.71 0.00 1.00 1.00
Uniform Delay (d), s/veh 55.3 55.7 0.0 0.0 64.2 0.0
Incr Delay (d2), s/veh 0.2 4.3 0.2 0.0 5.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 11.7 0.1 0.0 1.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 59.9 0.2 0.0 70.0 0.1
LnGrp LOS E E A E A
Approach Vol, veh/h 222 1995 751
Approach Delay, s/veh 58.7 0.2 7.3
Approach LOS E A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 116.9 23.1 11.1 105.8
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 85.0 43.0 10.8 68.0
Max Q Clear Time (g_c+I1), s 2.0 15.4 5.1 2.0
Green Ext Time (p_c), s 22.0 1.3 0.1 60.0
Intersection Summary
HCM 6th Ctrl Delay 6.4
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B AM 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 254 332 1740 0 0 660
Future Volume (veh/h) 254 332 1740 0 0 660
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1796 1870 0 0 1841
Adj Flow Rate, veh/h 287 375 1967 0 0 746
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 7 7 2 0 0 4
Cap, veh/h 928 426 3285 0 0 3233
Arrive On Green 0.28 0.28 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3319 1522 5443 0 0 5356
Grp Volume(v), veh/h 287 375 1967 0 0 746
Grp Sat Flow(s),veh/h/ln 1659 1522 1702 0 0 1675
Q Serve(g_s), s 9.5 33.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 9.5 33.0 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 928 426 3285 0 0 3233
V/C Ratio(X) 0.31 0.88 0.60 0.00 0.00 0.23
Avail Cap(c_a), veh/h 1278 586 3285 0 0 3233
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.99
Uniform Delay (d), s/veh 39.8 48.2 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.3 12.7 0.8 0.0 0.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.9 13.9 0.2 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.0 60.9 0.8 0.0 0.0 0.2
LnGrp LOS D E A A A A
Approach Vol, veh/h 662 1967 746
Approach Delay, s/veh 51.9 0.8 0.2
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 95.8 44.2 95.8
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 75.3 53.9 75.3
Max Q Clear Time (g_c+I1), s 2.0 35.0 2.0
Green Ext Time (p_c), s 20.2 4.2 65.5
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B AM 17: Coleman Ave & Hedding St 03/30/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 244 181 99 58 246 299 81 994 47 148 447 150 Future Volume (veh/h) 244 181 99 58 246 299 81 994 47 148 447 150 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 276 205 112 66 278 0 92 1124 53 167 505 0 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, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 325 372 194 84 422 188 1927 91 214 2651
Arrive On Green 0.10 0.17 0.17 0.05 0.12 0.00 0.11 0.57 0.57 0.13 1.00 0.00 Sat Flow, veh/h 3401 2210 1154 1753 3589 0 1753 3400 160 3401 5191 0 Grp Volume(v), veh/h 276 160 157 66 278 0 92 578 599 167 505 0 Grp Sat Flow(s),veh/h/ln 1700 1749 1616 1753 1749 0 1753 1749 1812 1700 1675 0 Q Serve(g_s), s 11.2 11.7 12.5 5.2 10.6 0.0 6.9 29.9 30.0 6.7 0.0 0.0 Cycle Q Clear(g_c), s 11.2 11.7 12.5 5.2 10.6 0.0 6.9 29.9 30.0 6.7 0.0 0.0 Prop In Lane 1.00 0.71 1.00 0.00 1.00 0.09 1.00 0.00
Lane Grp Cap(c), veh/h 325 294 272 84 422 188 991 1027 214 2651 V/C Ratio(X) 0.85 0.54 0.58 0.79 0.66 0.49 0.58 0.58 0.78 0.19 Avail Cap(c_a), veh/h 362 431 398 154 797 188 991 1027 275 2651 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.98 0.98 0.00 Uniform Delay (d), s/veh 62.3 53.3 53.6 65.9 58.8 0.0 58.9 19.6 19.6 60.3 0.0 0.0 Incr Delay (d2), s/veh 15.9 1.6 1.9 14.7 1.8 0.0 8.9 2.5 2.4 10.3 0.2 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 5.5 5.3 5.2 2.7 4.8 0.0 3.5 12.3 12.8 3.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.2 54.9 55.6 80.6 60.6 0.0 67.8 22.1 22.1 70.6 0.2 0.0 LnGrp LOS E D E F E E C C E A
Approach Vol, veh/h 593 344 1269 672
Approach Delay, s/veh 65.9 64.4 25.4 17.7
Approach LOS E E C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.0 79.5 18.5 22.0 14.5 85.1 11.8 28.6 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 15.0 57.3 14.9 31.9 11.3 60.3 12.3 34.5 Max Q Clear Time (g_c+I1), s 8.9 2.0 13.2 12.6 8.7 32.0 7.2 14.5 Green Ext Time (p_c), s 0.1 9.5 0.2 1.0 0.1 18.9 0.1 3.1 Intersection Summary
HCM 6th Ctrl Delay 36.6
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B AM 52: Brokaw Rd & Costco 03/30/2023
AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 87 0 41 54 214 0 0 141 211 5 3 Future Volume (veh/h) 1 87 0 41 54 214 0 0 141 211 5 3
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 1900 1693 1870 1870 1678 1841 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1 98 0 46 61 242 0 0 159 239 6 3
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, % 0 14 2 2 15 4 2 2 2 2 2 2
Cap, veh/h 603 858 0 720 149 592 0 0 201 297 7 4
Arrive On Green 0.51 0.51 0.00 0.85 0.85 0.85 0.00 0.00 0.13 0.17 0.17 0.17 Sat Flow, veh/h 1091 1693 0 1293 294 1168 0 0 1585 1716 43 22 Grp Volume(v), veh/h 1 98 0 46 0 303 0 0 159 248 0 0
Grp Sat Flow(s),veh/h/ln 1091 1693 0 1293 0 1462 0 0 1585 1781 0 0 Q Serve(g_s), s 0.0 2.1 0.0 0.5 0.0 3.4 0.0 0.0 6.8 9.4 0.0 0.0 Cycle Q Clear(g_c), s 3.4 2.1 0.0 2.7 0.0 3.4 0.0 0.0 6.8 9.4 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.80 0.00 1.00 0.96 0.01
Lane Grp Cap(c), veh/h 603 858 0 720 0 741 0 0 201 308 0 0 V/C Ratio(X) 0.00 0.11 0.00 0.06 0.00 0.41 0.00 0.00 0.79 0.81 0.00 0.00 Avail Cap(c_a), veh/h 603 858 0 720 0 741 0 0 408 460 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.83 0.00 0.83 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.3 9.0 0.0 3.1 0.0 2.9 0.0 0.0 29.6 27.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.1 0.0 1.4 0.0 0.0 6.7 6.3 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 0.0 0.8 0.0 0.1 0.0 1.0 0.0 0.0 2.8 4.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.3 9.3 0.0 3.2 0.0 4.3 0.0 0.0 36.4 34.1 0.0 0.0 LnGrp LOS B A A A A A A A D C A A
Approach Vol, veh/h 99 349 159 248
Approach Delay, s/veh 9.3 4.1 36.4 34.1
Approach LOS A A D C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 40.0 16.6 40.0 13.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.4 18.1 20.4 18.0
Max Q Clear Time (g_c+I1), s 5.4 11.4 5.4 8.8
Green Ext Time (p_c), s 0.4 0.8 1.9 0.5
Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 2: Coleman Ave & Brokaw Rd 03/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 274 22 148 26 6 19 217 1070 161 18 477 32 Future Volume (vph) 274 22 148 26 6 19 217 1070 161 18 477 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1573 1588 1495 1715 1751 1615 1736 4890 1626 4673 1416 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1573 1588 1495 1715 1751 1615 1736 4890 1626 4673 1416 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 310 25 167 29 7 21 245 1210 182 20 539 36 RTOR Reduction (vph) 0 0 99 0 0 20 0 9 0 0 0 20
Lane Group Flow (vph) 167 168 68 18 18 1 245 1383 0 20 539 16 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 9% 9% 8% 0% 0% 0% 4% 4% 4% 11% 11% 11% Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 19.4 19.4 57.0 4.9 4.9 4.9 31.4 88.1 4.4 61.1 61.1 Effective Green, g (s) 19.4 19.4 57.0 4.9 4.9 4.9 31.4 88.1 4.4 61.1 61.1 Actuated g/C Ratio 0.14 0.14 0.41 0.04 0.04 0.04 0.22 0.63 0.03 0.44 0.44 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 217 220 608 60 61 56 389 3077 51 2039 617 v/s Ratio Prot c0.11 0.11 0.05 c0.01 0.01 0.00 c0.14 c0.28 0.01 0.12 v/s Ratio Perm 0.01
v/c Ratio 0.77 0.76 0.11 0.30 0.30 0.01 0.63 0.45 0.39 0.26 0.03 Uniform Delay, d1 58.1 58.1 25.8 65.9 65.9 65.2 49.1 13.4 66.5 25.1 22.5 Progression Factor 1.05 1.05 1.45 1.00 1.00 1.00 1.16 0.31 1.00 1.00 1.00 Incremental Delay, d2 13.2 12.6 0.0 1.0 1.0 0.0 2.7 0.5 1.8 0.3 0.1 Delay (s) 74.2 73.7 37.5 66.9 66.9 65.2 59.6 4.7 68.3 25.4 22.6 Level of Service E E D E E E E A E C C
Approach Delay (s) 61.8 66.3 12.9 26.7
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 25.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 62.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 7: Coleman Ave & Aviation Ave 03/30/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 22 0 47 9 0 11 258 1321 40 5 15 718 Future Volume (vph) 22 0 47 9 0 11 258 1321 40 5 15 718 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.98
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1406 1406 2330 1719 1538 3433 3505 1550 1719 4887 Flt Permitted 0.95 0.75 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1406 1109 2330 1810 1538 3433 3505 1550 1719 4887 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 25 0 53 10 0 12 292 1493 45 6 17 812
RTOR Reduction (vph) 0 0 0 0 11 0 0 0 12 0 0 16
Lane Group Flow (vph) 12 13 53 10 1 0 292 1493 33 0 23 950 Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 22% 22% 22% 5% 5% 5% 2% 3% 2% 5% 5% 3% Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
Permitted Phases 3 7 6
Actuated Green, G (s) 6.7 6.7 10.4 2.3 6.0 18.1 101.7 101.7 5.0 88.6 Effective Green, g (s) 6.7 6.7 10.4 2.3 6.0 18.1 101.7 101.7 5.0 88.6 Actuated g/C Ratio 0.05 0.05 0.07 0.02 0.04 0.13 0.73 0.73 0.04 0.63 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 67 53 173 29 65 443 2546 1125 61 3092 v/s Ratio Prot 0.01 c0.02 0.00 c0.09 c0.43 0.01 0.19
v/s Ratio Perm 0.01 c0.01 0.02
v/c Ratio 0.18 0.25 0.31 0.34 0.01 0.66 0.59 0.03 0.38 0.31 Uniform Delay, d1 64.0 64.2 61.4 68.1 64.2 58.0 9.1 5.4 66.0 11.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.05 0.81 1.00 0.68 2.34 Incremental Delay, d2 1.8 3.3 1.0 9.5 0.1 3.6 0.9 0.0 4.4 0.3 Delay (s) 65.8 67.5 62.4 77.6 64.2 64.3 8.3 5.4 49.3 27.6 Level of Service E E E E E E A A D C
Approach Delay (s) 63.8 70.3 17.1 28.2
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 22.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 7: Coleman Ave & Aviation Ave 03/30/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 136
Future Volume (vph) 136
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 104%
Adj. Flow (vph) 154
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 8: Coleman Ave & Earthquakes Wy 03/30/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 25 12 41 1704 770 4
Future Volume (vph) 6 25 12 41 1704 770 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 0.85 1.00 1.00 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3168 1427 3400 5036 4982
Flt Permitted 0.98 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3168 1427 3400 5036 4982
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 7 28 14 46 1926 870 5
RTOR Reduction (vph) 13 13 0 0 0 0 0
Lane Group Flow (vph) 8 1 0 60 1926 875 0
Confl. Peds. (#/hr) 1 1
Heavy Vehicles (%) 3% 3% 3% 3% 3% 4% 7%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 11.0 11.0 7.1 118.7 105.9
Effective Green, g (s) 11.0 11.0 7.1 118.7 105.9
Actuated g/C Ratio 0.08 0.08 0.05 0.85 0.76
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 248 112 172 4269 3768
v/s Ratio Prot c0.00 0.02 c0.38 0.18
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.35 0.45 0.23
Uniform Delay, d1 59.6 59.5 64.2 2.6 5.0
Progression Factor 1.00 1.00 1.15 0.08 0.26
Incremental Delay, d2 0.1 0.0 1.3 0.3 0.1
Delay (s) 59.7 59.5 75.3 0.5 1.4
Level of Service E E E A A
Approach Delay (s) 59.6 2.8 1.4
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 3.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 0 170 1 1 0 233 1656 3 0 722 66 Future Volume (vph) 76 0 170 1 1 0 233 1656 3 0 722 66
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 4.0 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 1.00 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1750 2584 1805 1900 3400 5035 4958
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2584 1900 1900 3400 5035 4958
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 86 0 192 1 1 0 263 1872 3 0 816 75
RTOR Reduction (vph) 0 0 141 0 0 0 0 0 0 0 5 0
Lane Group Flow (vph) 0 86 51 1 1 0 263 1875 0 0 886 0
Confl. Peds. (#/hr) 1 1 2 2
Heavy Vehicles (%) 3% 3% 10% 0% 0% 0% 3% 3% 3% 5% 3% 5% Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 15.4 41.9 1.4 7.6 16.3 103.3 81.3 Effective Green, g (s) 15.4 36.9 1.4 7.6 16.3 103.3 81.3 Actuated g/C Ratio 0.11 0.26 0.01 0.05 0.12 0.74 0.58
Clearance Time (s) 4.0 4.0 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 153 681 19 103 395 3715 2879
v/s Ratio Prot c0.02 0.00 c0.08 c0.37 0.18
v/s Ratio Perm c0.06 c0.00
v/c Ratio 0.56 0.07 0.05 0.01 0.67 0.50 0.31
Uniform Delay, d1 59.1 38.7 68.6 62.6 59.2 7.7 15.0
Progression Factor 1.00 1.00 1.00 1.00 1.09 0.63 0.15
Incremental Delay, d2 5.6 0.0 1.2 0.0 3.9 0.5 0.3
Delay (s) 64.7 38.8 69.8 62.7 68.5 5.2 2.5
Level of Service E D E E E A A
Approach Delay (s) 46.8 66.2 13.0 2.5
Approach LOS D E B A
Intersection Summary
HCM 2000 Control Delay 13.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 AM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 11 149 0 658 0 1203 336 246 600 28 Future Volume (vph) 0 0 11 149 0 658 0 1203 336 246 600 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1454 3467 2814 5204 1620 3242 4901
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3467 2814 5204 1620 3242 4901
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 0 0 12 168 0 744 0 1360 380 278 678 32
RTOR Reduction (vph) 0 0 12 0 0 490 0 0 94 0 2 0
Lane Group Flow (vph) 0 0 0 168 0 254 0 1360 286 278 708 0 Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 8% 5% 5%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 2.5 13.0 20.7 84.8 84.8 19.1 109.6 Effective Green, g (s) 2.5 13.0 20.7 84.8 84.8 19.1 109.6 Actuated g/C Ratio 0.02 0.09 0.15 0.61 0.61 0.14 0.78
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 25 321 416 3152 981 442 3836
v/s Ratio Prot 0.05 c0.09 c0.26 c0.09 0.14
v/s Ratio Perm 0.00 0.18
v/c Ratio 0.01 0.52 0.61 0.43 0.29 0.63 0.18
Uniform Delay, d1 67.5 60.5 55.9 14.7 13.2 57.1 3.9
Progression Factor 1.00 1.00 1.00 0.65 0.59 0.98 1.33
Incremental Delay, d2 0.1 1.5 2.6 0.3 0.5 3.9 0.1
Delay (s) 67.7 62.1 58.5 9.9 8.3 59.7 5.2
Level of Service E E E A A E A
Approach Delay (s) 67.7 59.2 9.6 20.6
Approach LOS E E A C
Intersection Summary
HCM 2000 Control Delay 25.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 AM Peak Synchro 11 Report
KIE Page 7
c Critical Lane Group
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B AM 3: Coleman Ave & Champions Wy 03/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 102 5 112 1193 886 6
Future Volume (veh/h) 102 5 112 1193 886 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1841 1841 1811
Adj Flow Rate, veh/h 115 6 127 1349 1002 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 3 4 4 6
Cap, veh/h 144 268 154 4255 3702 26
Arrive On Green 0.08 0.08 0.17 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5191 5314 36
Grp Volume(v), veh/h 115 6 127 1349 652 357
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1675 1675 1834
Q Serve(g_s), s 8.7 0.4 9.7 0.0 0.0 0.0
Cycle Q Clear(g_c), s 8.7 0.4 9.7 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 144 268 154 4255 2409 1319
V/C Ratio(X) 0.80 0.02 0.83 0.32 0.27 0.27
Avail Cap(c_a), veh/h 367 467 408 4255 2409 1319
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98
Uniform Delay (d), s/veh 63.3 48.8 56.8 0.0 0.0 0.0
Incr Delay (d2), s/veh 13.2 0.0 14.5 0.2 0.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.6 0.2 4.6 0.1 0.1 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.5 48.8 71.3 0.2 0.3 0.5
LnGrp LOS E D E A A A
Approach Vol, veh/h 121 1476 1009
Approach Delay, s/veh 75.2 6.3 0.4
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 17.9 106.4 124.2 15.8
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 32.3 63.3 101.3 28.4
Max Q Clear Time (g_c+I1), s 11.7 2.0 2.0 10.7
Green Ext Time (p_c), s 0.6 28.2 55.1 0.5
Intersection Summary
HCM 6th Ctrl Delay 7.2
HCM 6th LOS A
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B AM 13: Coleman Ave & Airport Blvd 03/30/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 56 141 1785 345 68 616
Future Volume (veh/h) 56 141 1785 345 68 616
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1870 1826 1781
Adj Flow Rate, veh/h 63 159 2018 0 77 696
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 4 4 2 5 8
Cap, veh/h 407 242 4526 120 3864
Arrive On Green 0.12 0.12 1.00 0.00 0.04 0.79
Sat Flow, veh/h 3401 1560 6590 1585 3374 5024
Grp Volume(v), veh/h 63 159 2018 0 77 696
Grp Sat Flow(s),veh/h/ln 1700 1560 1583 1585 1687 1621
Q Serve(g_s), s 2.3 13.4 0.0 0.0 3.2 4.8
Cycle Q Clear(g_c), s 2.3 13.4 0.0 0.0 3.2 4.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 407 242 4526 120 3864
V/C Ratio(X) 0.15 0.66 0.45 0.64 0.18
Avail Cap(c_a), veh/h 1045 535 4526 260 3864
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.68 0.00 1.00 1.00
Uniform Delay (d), s/veh 55.3 55.6 0.0 0.0 66.6 3.4
Incr Delay (d2), s/veh 0.2 4.3 0.2 0.0 5.6 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 11.7 0.1 0.0 1.4 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 59.9 0.2 0.0 72.3 3.5
LnGrp LOS E E A E A
Approach Vol, veh/h 222 2018 773
Approach Delay, s/veh 58.6 0.2 10.4
Approach LOS E A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 116.9 23.1 11.2 105.8
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 85.0 43.0 10.8 68.0
Max Q Clear Time (g_c+I1), s 6.8 15.4 5.2 2.0
Green Ext Time (p_c), s 22.8 1.3 0.1 60.4
Intersection Summary
HCM 6th Ctrl Delay 7.1
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B AM 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 254 352 1740 0 0 640
Future Volume (veh/h) 254 352 1740 0 0 640
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1722 1870 0 0 1796
Adj Flow Rate, veh/h 287 398 1967 0 0 723
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 7 12 2 0 0 7
Cap, veh/h 1014 446 3152 0 0 3027
Arrive On Green 0.31 0.31 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3319 1459 5443 0 0 5227
Grp Volume(v), veh/h 287 398 1967 0 0 723
Grp Sat Flow(s),veh/h/ln 1659 1459 1702 0 0 1635
Q Serve(g_s), s 9.2 36.5 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 9.2 36.5 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1014 446 3152 0 0 3027
V/C Ratio(X) 0.28 0.89 0.62 0.00 0.00 0.24
Avail Cap(c_a), veh/h 1349 593 3152 0 0 3027
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.99
Uniform Delay (d), s/veh 37.0 46.4 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.2 14.1 0.9 0.0 0.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.8 14.8 0.3 0.0 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.2 60.6 0.9 0.0 0.0 0.2
LnGrp LOS D E A A A A
Approach Vol, veh/h 685 1967 723
Approach Delay, s/veh 50.8 0.9 0.2
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 92.1 47.9 92.1
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 72.3 56.9 72.3
Max Q Clear Time (g_c+I1), s 2.0 38.5 2.0
Green Ext Time (p_c), s 19.3 4.3 63.1
Intersection Summary
HCM 6th Ctrl Delay 10.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B AM 17: Coleman Ave & Hedding St 03/30/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 244 181 99 58 246 299 81 994 47 148 447 150 Future Volume (veh/h) 244 181 99 58 246 299 81 994 47 148 447 150 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 276 205 112 66 278 0 92 1124 53 167 505 0 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, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 325 372 194 84 422 188 1924 91 217 2651
Arrive On Green 0.10 0.17 0.17 0.05 0.12 0.00 0.11 0.57 0.57 0.04 0.35 0.00 Sat Flow, veh/h 3401 2210 1154 1753 3589 0 1753 3400 160 3401 5191 0 Grp Volume(v), veh/h 276 160 157 66 278 0 92 578 599 167 505 0 Grp Sat Flow(s),veh/h/ln 1700 1749 1616 1753 1749 0 1753 1749 1812 1700 1675 0 Q Serve(g_s), s 11.2 11.7 12.5 5.2 10.6 0.0 6.9 30.0 30.0 6.8 9.8 0.0 Cycle Q Clear(g_c), s 11.2 11.7 12.5 5.2 10.6 0.0 6.9 30.0 30.0 6.8 9.8 0.0 Prop In Lane 1.00 0.71 1.00 0.00 1.00 0.09 1.00 0.00
Lane Grp Cap(c), veh/h 325 294 272 84 422 188 990 1025 217 2651 V/C Ratio(X) 0.85 0.54 0.58 0.79 0.66 0.49 0.58 0.58 0.77 0.19 Avail Cap(c_a), veh/h 362 431 398 154 797 188 990 1025 275 2651 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.98 0.98 0.00 Uniform Delay (d), s/veh 62.3 53.3 53.6 65.9 58.8 0.0 58.9 19.7 19.7 66.0 24.5 0.0 Incr Delay (d2), s/veh 15.9 1.6 1.9 14.7 1.8 0.0 8.9 2.5 2.4 9.6 0.2 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 5.5 5.3 5.2 2.7 4.8 0.0 3.5 12.4 12.8 3.3 4.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.2 54.9 55.6 80.6 60.6 0.0 67.8 22.2 22.1 75.6 24.7 0.0 LnGrp LOS E D E F E E C C E C
Approach Vol, veh/h 593 344 1269 672
Approach Delay, s/veh 65.9 64.4 25.5 37.4
Approach LOS E E C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.0 79.5 18.5 22.0 14.6 84.9 11.8 28.6 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 15.0 57.3 14.9 31.9 11.3 60.3 12.3 34.5 Max Q Clear Time (g_c+I1), s 8.9 11.8 13.2 12.6 8.8 32.0 7.2 14.5 Green Ext Time (p_c), s 0.1 9.1 0.2 1.0 0.1 18.9 0.1 3.1 Intersection Summary
HCM 6th Ctrl Delay 41.2
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B AM 52: Brokaw Rd & Costco 03/30/2023
AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 92 0 41 59 214 0 0 141 211 5 3 Future Volume (veh/h) 1 92 0 41 59 214 0 0 141 211 5 3
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 1900 1618 1870 1870 1574 1841 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1 104 0 46 67 242 0 0 159 239 6 3
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, % 0 19 2 2 22 4 2 2 2 2 2 2
Cap, veh/h 434 820 0 711 151 545 0 0 202 297 7 4
Arrive On Green 0.51 0.51 0.00 0.17 0.17 0.17 0.00 0.00 0.13 0.17 0.17 0.17 Sat Flow, veh/h 1087 1618 0 1286 298 1077 0 0 1585 1716 43 22 Grp Volume(v), veh/h 1 104 0 46 0 309 0 0 159 248 0 0
Grp Sat Flow(s),veh/h/ln 1087 1618 0 1286 0 1375 0 0 1585 1781 0 0 Q Serve(g_s), s 0.0 2.4 0.0 2.1 0.0 14.2 0.0 0.0 6.8 9.4 0.0 0.0 Cycle Q Clear(g_c), s 14.2 2.4 0.0 4.5 0.0 14.2 0.0 0.0 6.8 9.4 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.78 0.00 1.00 0.96 0.01
Lane Grp Cap(c), veh/h 434 820 0 711 0 696 0 0 202 309 0 0 V/C Ratio(X) 0.00 0.13 0.00 0.06 0.00 0.44 0.00 0.00 0.79 0.80 0.00 0.00 Avail Cap(c_a), veh/h 434 820 0 711 0 696 0 0 419 471 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.83 0.00 0.83 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.0 9.1 0.0 17.3 0.0 20.3 0.0 0.0 29.6 27.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.1 0.0 1.7 0.0 0.0 6.7 5.8 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 0.0 0.8 0.0 0.7 0.0 5.4 0.0 0.0 2.8 4.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.0 9.4 0.0 17.4 0.0 22.0 0.0 0.0 36.3 33.6 0.0 0.0 LnGrp LOS B A A B A C A A D C A A
Approach Vol, veh/h 105 355 159 248
Approach Delay, s/veh 9.5 21.4 36.3 33.6
Approach LOS A C D C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 40.0 16.6 40.0 13.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 18.5 19.5 18.5
Max Q Clear Time (g_c+I1), s 16.2 11.4 16.2 8.8
Green Ext Time (p_c), s 0.1 0.8 0.7 0.5
Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 2: Coleman Ave & Brokaw Rd 03/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 274 22 153 26 6 19 222 1070 161 18 477 32 Future Volume (vph) 274 22 153 26 6 19 222 1070 161 18 477 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1573 1588 1455 1715 1751 1615 1736 4890 1626 4673 1416 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1573 1588 1455 1715 1751 1615 1736 4890 1626 4673 1416 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 310 25 173 29 7 21 251 1210 182 20 539 36 RTOR Reduction (vph) 0 0 101 0 0 20 0 9 0 0 0 21
Lane Group Flow (vph) 167 168 72 18 18 1 251 1383 0 20 539 15 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 9% 9% 11% 0% 0% 0% 4% 4% 4% 11% 11% 11% Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 19.4 19.4 58.0 4.9 4.9 4.9 32.4 88.1 4.4 60.1 60.1 Effective Green, g (s) 19.4 19.4 58.0 4.9 4.9 4.9 32.4 88.1 4.4 60.1 60.1 Actuated g/C Ratio 0.14 0.14 0.41 0.04 0.04 0.04 0.23 0.63 0.03 0.43 0.43 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 217 220 602 60 61 56 401 3077 51 2006 607 v/s Ratio Prot c0.11 0.11 0.05 c0.01 0.01 0.00 c0.14 c0.28 0.01 0.12 v/s Ratio Perm 0.01
v/c Ratio 0.77 0.76 0.12 0.30 0.30 0.01 0.63 0.45 0.39 0.27 0.03 Uniform Delay, d1 58.1 58.1 25.3 65.9 65.9 65.2 48.4 13.4 66.5 25.8 23.1 Progression Factor 0.87 0.87 2.26 1.00 1.00 1.00 1.27 0.54 1.00 1.00 1.00 Incremental Delay, d2 13.2 12.7 0.0 1.0 1.0 0.0 2.6 0.5 1.8 0.3 0.1 Delay (s) 63.8 63.2 57.1 66.9 66.9 65.2 64.0 7.7 68.3 26.1 23.1 Level of Service E E E E E E E A E C C
Approach Delay (s) 61.3 66.3 16.3 27.3
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 27.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 62.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 7: Coleman Ave & Aviation Ave 03/30/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 22 0 47 9 0 11 258 1326 40 5 15 723 Future Volume (vph) 22 0 47 9 0 11 258 1326 40 5 15 723 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.98
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1406 1406 2330 1719 1538 3433 3505 1550 1719 4849 Flt Permitted 0.95 0.75 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1406 1109 2330 1810 1538 3433 3505 1550 1719 4849 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 25 0 53 10 0 12 292 1499 45 6 17 817
RTOR Reduction (vph) 0 0 0 0 11 0 0 0 12 0 0 16
Lane Group Flow (vph) 12 13 53 10 1 0 292 1499 33 0 23 955 Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 22% 22% 22% 5% 5% 5% 2% 3% 2% 5% 5% 4% Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
Permitted Phases 3 7 6
Actuated Green, G (s) 6.7 6.7 10.4 2.3 6.0 18.0 101.7 101.7 5.0 88.7 Effective Green, g (s) 6.7 6.7 10.4 2.3 6.0 18.0 101.7 101.7 5.0 88.7 Actuated g/C Ratio 0.05 0.05 0.07 0.02 0.04 0.13 0.73 0.73 0.04 0.63 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 67 53 173 29 65 441 2546 1125 61 3072 v/s Ratio Prot 0.01 c0.02 0.00 c0.09 c0.43 0.01 0.20
v/s Ratio Perm 0.01 c0.01 0.02
v/c Ratio 0.18 0.25 0.31 0.34 0.01 0.66 0.59 0.03 0.38 0.31 Uniform Delay, d1 64.0 64.2 61.4 68.1 64.2 58.1 9.2 5.4 66.0 11.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.30 0.31 1.00 0.82 0.78 Incremental Delay, d2 1.8 3.3 1.0 9.5 0.1 3.7 0.9 0.0 4.4 0.3 Delay (s) 65.8 67.5 62.4 77.6 64.2 79.0 3.8 5.4 58.5 9.3 Level of Service E E E E E E A A E A
Approach Delay (s) 63.8 70.3 15.8 10.5
Approach LOS E E B B
Intersection Summary
HCM 2000 Control Delay 15.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 64.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 7: Coleman Ave & Aviation Ave 03/30/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 136
Future Volume (vph) 136
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 104%
Adj. Flow (vph) 154
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 8: Coleman Ave & Earthquakes Wy 03/30/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 25 12 41 1709 775 4
Future Volume (vph) 6 25 12 41 1709 775 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 0.85 1.00 1.00 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3168 1427 3400 4988 4935
Flt Permitted 0.98 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3168 1427 3400 4988 4935
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 7 28 14 46 1932 876 5
RTOR Reduction (vph) 13 13 0 0 0 0 0
Lane Group Flow (vph) 8 1 0 60 1932 881 0
Confl. Peds. (#/hr) 1 1
Heavy Vehicles (%) 3% 3% 3% 3% 4% 5% 7%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 11.0 11.0 7.1 118.7 105.9
Effective Green, g (s) 11.0 11.0 7.1 118.7 105.9
Actuated g/C Ratio 0.08 0.08 0.05 0.85 0.76
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 248 112 172 4229 3732
v/s Ratio Prot c0.00 0.02 c0.39 0.18
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.35 0.46 0.24
Uniform Delay, d1 59.6 59.5 64.2 2.6 5.1
Progression Factor 1.00 1.00 1.27 0.29 1.18
Incremental Delay, d2 0.1 0.0 1.3 0.3 0.1
Delay (s) 59.7 59.5 82.7 1.1 6.1
Level of Service E E F A A
Approach Delay (s) 59.6 3.5 6.1
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 5.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.44
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 0 185 1 1 0 248 1661 3 0 727 66 Future Volume (vph) 76 0 185 1 1 0 248 1661 3 0 727 66
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 4.0 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 1.00 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1750 2389 1805 1900 3367 4986 4915
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2389 1900 1900 3367 4986 4915
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 86 0 209 1 1 0 280 1878 3 0 822 75
RTOR Reduction (vph) 0 0 152 0 0 0 0 0 0 0 5 0
Lane Group Flow (vph) 0 86 57 1 1 0 280 1881 0 0 892 0
Confl. Peds. (#/hr) 1 1 2 2
Heavy Vehicles (%) 3% 3% 19% 0% 0% 0% 4% 4% 4% 5% 4% 5% Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 15.4 43.2 1.4 7.6 17.6 103.3 80.0 Effective Green, g (s) 15.4 38.2 1.4 7.6 17.6 103.3 80.0 Actuated g/C Ratio 0.11 0.27 0.01 0.05 0.13 0.74 0.57
Clearance Time (s) 4.0 4.0 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 153 651 19 103 423 3678 2808
v/s Ratio Prot c0.02 0.00 c0.08 c0.38 0.18
v/s Ratio Perm c0.06 c0.00
v/c Ratio 0.56 0.09 0.05 0.01 0.66 0.51 0.32
Uniform Delay, d1 59.1 37.9 68.6 62.6 58.4 7.7 15.7
Progression Factor 1.00 1.00 1.00 1.00 1.20 0.44 0.96
Incremental Delay, d2 5.6 0.1 1.2 0.0 3.5 0.5 0.3
Delay (s) 64.7 38.0 69.8 62.7 73.3 3.9 15.4
Level of Service E D E E E A B
Approach Delay (s) 45.8 66.2 12.9 15.4
Approach LOS D E B B
Intersection Summary
HCM 2000 Control Delay 16.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 AM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 11 149 0 658 0 1203 336 266 600 28 Future Volume (vph) 0 0 11 149 0 658 0 1203 336 266 600 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1454 3467 2814 5204 1620 3045 4901
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3467 2814 5204 1620 3045 4901
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 0 0 12 168 0 744 0 1360 380 301 678 32
RTOR Reduction (vph) 0 0 12 0 0 519 0 0 96 0 2 0
Lane Group Flow (vph) 0 0 0 168 0 225 0 1360 284 301 708 0 Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 15% 5% 5% Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 2.2 12.6 20.0 83.8 83.8 20.8 110.3 Effective Green, g (s) 2.2 12.6 20.0 83.8 83.8 20.8 110.3 Actuated g/C Ratio 0.02 0.09 0.14 0.60 0.60 0.15 0.79
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 22 312 402 3114 969 452 3861
v/s Ratio Prot 0.05 c0.08 c0.26 c0.10 0.14
v/s Ratio Perm 0.00 0.18
v/c Ratio 0.01 0.54 0.56 0.44 0.29 0.67 0.18
Uniform Delay, d1 67.8 60.9 55.9 15.3 13.7 56.3 3.7
Progression Factor 1.00 1.00 1.00 0.79 1.09 0.95 1.08
Incremental Delay, d2 0.2 1.8 1.7 0.3 0.5 4.8 0.1
Delay (s) 68.0 62.7 57.6 12.4 15.5 58.3 4.1
Level of Service E E E B B E A
Approach Delay (s) 68.0 58.5 13.1 20.2
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 26.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 AM Peak Synchro 11 Report
KIE Page 7
c Critical Lane Group
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim MD at 3 Int 2: Coleman Ave & Brokaw Rd 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 244 16 292 54 15 30 310 472 95 33 515 41 Future Volume (veh/h) 244 16 292 54 15 30 310 472 95 33 515 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 1885 1885 1885 1870 1870 1870 1841 1841 1841 1826 1826 1826 Adj Flow Rate, veh/h 274 18 328 61 17 34 348 530 0 37 579 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 1 1 1 2 2 2 4 4 4 5 5 5
Cap, veh/h 193 20 369 137 114 227 241 2260 46 1177
Arrive On Green 0.11 0.24 0.24 0.08 0.21 0.21 0.14 0.45 0.00 0.03 0.34 0.00 Sat Flow, veh/h 1795 83 1516 1781 553 1106 1753 5191 0 1739 3469 1547 Grp Volume(v), veh/h 274 0 346 61 0 51 348 530 0 37 579 0 Grp Sat Flow(s),veh/h/ln 1795 0 1599 1781 0 1660 1753 1675 0 1739 1735 1547 Q Serve(g_s), s 11.8 0.0 23.0 3.6 0.0 2.8 15.1 7.1 0.0 2.3 14.6 0.0 Cycle Q Clear(g_c), s 11.8 0.0 23.0 3.6 0.0 2.8 15.1 7.1 0.0 2.3 14.6 0.0 Prop In Lane 1.00 0.95 1.00 0.67 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 193 0 389 137 0 341 241 2260 46 1177 V/C Ratio(X) 1.42 0.00 0.89 0.45 0.00 0.15 1.45 0.23 0.80 0.49 Avail Cap(c_a), veh/h 193 0 564 172 0 555 241 2260 160 1177 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 49.1 0.0 40.2 48.5 0.0 35.8 47.5 18.6 0.0 53.2 28.8 0.0 Incr Delay (d2), s/veh 217.7 0.0 9.1 0.8 0.0 0.1 221.8 0.2 0.0 10.9 1.5 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 17.0 0.0 10.0 1.6 0.0 1.1 21.2 2.7 0.0 1.1 6.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 266.8 0.0 49.3 49.4 0.0 35.9 269.3 18.9 0.0 64.1 30.3 0.0 LnGrp LOS F A D D A D F B E C
Approach Vol, veh/h 620 112 878 616
Approach Delay, s/veh 145.4 43.2 118.1 32.3
Approach LOS F D F C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.8 55.4 13.8 32.9 20.0 43.2 18.0 28.8 Change Period (Y+Rc), s 4.9 5.9 5.4 6.2 4.9 5.9 6.2 6.2 Max Green Setting (Gmax), s 10.1 28.1 10.6 38.8 15.1 23.1 11.8 36.8 Max Q Clear Time (g_c+I1), s 4.3 9.1 5.6 25.0 17.1 16.6 13.8 4.8 Green Ext Time (p_c), s 0.0 4.2 0.0 0.8 0.0 2.4 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 98.2
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim MD at 3 Int 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 0 346 1 0 0 388 845 2 6 790 139 Future Volume (vph) 97 0 346 1 0 0 388 845 2 6 790 139
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1764 2787 1805 3400 5034 1736 4860
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1406 2787 1900 3400 5034 1736 4860
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 101 0 360 1 0 0 404 880 2 6 823 145
RTOR Reduction (vph) 0 0 193 0 0 0 0 0 0 0 15 0
Lane Group Flow (vph) 0 101 167 1 0 0 404 882 0 6 953 0 Confl. Peds. (#/hr) 5 5 11 11
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 2% 2% 2% 0% 0% 0% 3% 3% 3% 4% 4% 4%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 11.0 29.3 0.7 9.7 47.8 0.7 38.1
Effective Green, g (s) 11.0 24.3 0.7 9.7 47.8 0.7 38.1
Actuated g/C Ratio 0.13 0.29 0.01 0.12 0.57 0.01 0.46
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 185 811 15 394 2881 14 2217
v/s Ratio Prot c0.06 c0.12 0.18 0.00 c0.20
v/s Ratio Perm c0.07 c0.00
v/c Ratio 0.55 0.21 0.07 1.03 0.31 0.43 0.43
Uniform Delay, d1 33.9 22.3 41.1 36.9 9.3 41.2 15.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.1 0.1 1.9 52.0 0.3 19.7 0.6
Delay (s) 38.0 22.5 43.0 88.9 9.5 60.9 16.0
Level of Service D C D F A E B
Approach Delay (s) 25.9 43.0 34.5 16.2
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 26.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 83.5 Sum of lost time (s) 20.4 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Interim MD at 3 Int 52: Brokaw Rd & Costco 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 7 38 16 340 516 7
Future Volume (Veh/h) 7 38 16 340 516 7
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 8 45 19 400 607 8
Pedestrians 2 7
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 1
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 426 87 28
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 426 87 28
tC, single (s) 4.2 6.4 6.2
tC, 2 stage (s)
tF (s) 2.3 3.5 3.3
p0 queue free % 99 33 99
cM capacity (veh/h) 1090 904 1041
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 53 19 400 615
Volume Left 8 0 0 607
Volume Right 0 0 400 8
cSH 1090 1700 1700 905
Volume to Capacity 0.01 0.01 0.24 0.68
Queue Length 95th (ft) 1 0 0 138
Control Delay (s) 1.3 0.0 0.0 17.0
Lane LOS A C
Approach Delay (s) 1.3 0.0 17.0
Approach LOS C
Intersection Summary
Average Delay 9.7
Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B MD at 3 Int 2: Coleman Ave & Brokaw Rd 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 244 16 296 54 15 30 314 472 95 33 515 41 Future Volume (veh/h) 244 16 296 54 15 30 314 472 95 33 515 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 1885 1885 1856 1870 1870 1870 1870 1841 1841 1826 1826 1826 Adj Flow Rate, veh/h 274 18 333 61 17 34 353 530 0 37 579 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 1 1 3 2 2 2 2 4 4 5 5 5
Cap, veh/h 193 20 373 137 115 230 245 2245 46 1167
Arrive On Green 0.11 0.25 0.25 0.08 0.21 0.21 0.14 0.45 0.00 0.03 0.34 0.00 Sat Flow, veh/h 1795 82 1517 1781 553 1107 1781 5191 0 1739 3469 1547 Grp Volume(v), veh/h 274 0 351 61 0 51 353 530 0 37 579 0 Grp Sat Flow(s),veh/h/ln 1795 0 1599 1781 0 1660 1781 1675 0 1739 1735 1547 Q Serve(g_s), s 11.8 0.0 23.3 3.6 0.0 2.8 15.1 7.2 0.0 2.3 14.6 0.0 Cycle Q Clear(g_c), s 11.8 0.0 23.3 3.6 0.0 2.8 15.1 7.2 0.0 2.3 14.6 0.0 Prop In Lane 1.00 0.95 1.00 0.67 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 193 0 393 137 0 346 245 2245 46 1167 V/C Ratio(X) 1.42 0.00 0.89 0.45 0.00 0.15 1.44 0.24 0.80 0.50 Avail Cap(c_a), veh/h 193 0 564 172 0 555 245 2245 160 1167 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 49.1 0.0 40.1 48.5 0.0 35.6 47.5 18.8 0.0 53.2 29.1 0.0 Incr Delay (d2), s/veh 217.7 0.0 9.7 0.8 0.0 0.1 220.5 0.2 0.0 10.9 1.5 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 17.0 0.0 10.2 1.6 0.0 1.1 21.5 2.7 0.0 1.1 6.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 266.8 0.0 49.7 49.4 0.0 35.6 267.9 19.1 0.0 64.1 30.6 0.0 LnGrp LOS F A D D A D F B E C
Approach Vol, veh/h 625 112 883 616
Approach Delay, s/veh 144.9 43.1 118.5 32.6
Approach LOS F D F C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.8 55.1 13.8 33.3 20.0 42.9 18.0 29.1 Change Period (Y+Rc), s 4.9 5.9 5.4 6.2 4.9 5.9 6.2 6.2 Max Green Setting (Gmax), s 10.1 28.1 10.6 38.8 15.1 23.1 11.8 36.8 Max Q Clear Time (g_c+I1), s 4.3 9.2 5.6 25.3 17.1 16.6 13.8 4.8 Green Ext Time (p_c), s 0.0 4.2 0.0 0.8 0.0 2.4 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 98.4
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B MD at 3 Int 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 0 356 1 0 0 398 849 2 6 794 139 Future Volume (vph) 97 0 356 1 0 0 398 849 2 6 794 139
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1764 2707 1805 3400 4939 1736 4821
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1406 2707 1900 3400 4939 1736 4821
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 101 0 371 1 0 0 415 884 2 6 827 145
RTOR Reduction (vph) 0 0 193 0 0 0 0 0 0 0 15 0
Lane Group Flow (vph) 0 101 178 1 0 0 415 886 0 6 957 0 Confl. Peds. (#/hr) 5 5 11 11
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 2% 2% 5% 0% 0% 0% 3% 5% 3% 4% 5% 4%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 11.0 29.3 0.7 9.7 47.8 0.7 38.1
Effective Green, g (s) 11.0 24.3 0.7 9.7 47.8 0.7 38.1
Actuated g/C Ratio 0.13 0.29 0.01 0.12 0.57 0.01 0.46
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 185 787 15 394 2827 14 2199
v/s Ratio Prot c0.07 c0.12 0.18 0.00 c0.20
v/s Ratio Perm c0.07 c0.00
v/c Ratio 0.55 0.23 0.07 1.05 0.31 0.43 0.44
Uniform Delay, d1 33.9 22.5 41.1 36.9 9.3 41.2 15.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.1 0.1 1.9 60.0 0.3 19.7 0.6
Delay (s) 38.0 22.6 43.0 96.9 9.6 60.9 16.0
Level of Service D C D F A E B
Approach Delay (s) 25.9 43.0 37.5 16.3
Approach LOS C D D B
Intersection Summary
HCM 2000 Control Delay 28.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 83.5 Sum of lost time (s) 20.4 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B MD at 3 Int 52: Brokaw Rd & Costco 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 7 42 20 340 516 7
Future Volume (Veh/h) 7 42 20 340 516 7
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 8 49 24 400 607 8
Pedestrians 2 7
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 1
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 431 96 33
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 431 96 33
tC, single (s) 4.2 6.4 6.2
tC, 2 stage (s)
tF (s) 2.3 3.5 3.3
p0 queue free % 99 32 99
cM capacity (veh/h) 1085 893 1034
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 57 24 400 615
Volume Left 8 0 0 607
Volume Right 0 0 400 8
cSH 1085 1700 1700 895
Volume to Capacity 0.01 0.01 0.24 0.69
Queue Length 95th (ft) 1 0 0 142
Control Delay (s) 1.2 0.0 0.0 17.4
Lane LOS A C
Approach Delay (s) 1.2 0.0 17.4
Approach LOS C
Intersection Summary
Average Delay 9.8
Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B MD at 3 Int 2: Coleman Ave & Brokaw Rd 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 244 16 301 54 15 30 319 472 95 33 515 41 Future Volume (veh/h) 244 16 301 54 15 30 319 472 95 33 515 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 1885 1885 1826 1870 1870 1870 1856 1841 1841 1826 1826 1826 Adj Flow Rate, veh/h 274 18 338 61 17 34 358 530 0 37 579 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 1 1 5 2 2 2 3 4 4 5 5 5
Cap, veh/h 193 20 378 137 117 234 243 2231 46 1157
Arrive On Green 0.11 0.25 0.25 0.08 0.21 0.21 0.14 0.44 0.00 0.03 0.33 0.00 Sat Flow, veh/h 1795 81 1518 1781 553 1107 1767 5191 0 1739 3469 1547 Grp Volume(v), veh/h 274 0 356 61 0 51 358 530 0 37 579 0 Grp Sat Flow(s),veh/h/ln 1795 0 1599 1781 0 1660 1767 1675 0 1739 1735 1547 Q Serve(g_s), s 11.8 0.0 23.7 3.6 0.0 2.8 15.1 7.2 0.0 2.3 14.7 0.0 Cycle Q Clear(g_c), s 11.8 0.0 23.7 3.6 0.0 2.8 15.1 7.2 0.0 2.3 14.7 0.0 Prop In Lane 1.00 0.95 1.00 0.67 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 193 0 398 137 0 350 243 2231 46 1157 V/C Ratio(X) 1.42 0.00 0.89 0.45 0.00 0.15 1.48 0.24 0.80 0.50 Avail Cap(c_a), veh/h 193 0 564 172 0 555 243 2231 160 1157 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 49.1 0.0 39.9 48.5 0.0 35.3 47.5 19.0 0.0 53.2 29.3 0.0 Incr Delay (d2), s/veh 217.7 0.0 10.2 0.8 0.0 0.1 234.3 0.2 0.0 10.9 1.5 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 17.0 0.0 10.4 1.6 0.0 1.1 22.3 2.7 0.0 1.1 6.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 266.8 0.0 50.1 49.4 0.0 35.4 281.7 19.2 0.0 64.1 30.9 0.0 LnGrp LOS F A D D A D F B E C
Approach Vol, veh/h 630 112 888 616
Approach Delay, s/veh 144.3 43.0 125.1 32.9
Approach LOS F D F C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.8 54.7 13.8 33.6 20.0 42.6 18.0 29.4 Change Period (Y+Rc), s 4.9 5.9 5.4 6.2 4.9 5.9 6.2 6.2 Max Green Setting (Gmax), s 10.1 28.1 10.6 38.8 15.1 23.1 11.8 36.8 Max Q Clear Time (g_c+I1), s 4.3 9.2 5.6 25.7 17.1 16.7 13.8 4.8 Green Ext Time (p_c), s 0.0 4.2 0.0 0.8 0.0 2.3 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 101.1
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B MD at 3 Int 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 0 371 1 0 0 413 854 2 6 799 139 Future Volume (vph) 97 0 371 1 0 0 413 854 2 6 799 139
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1764 2632 1805 3273 4939 1736 4821
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1406 2632 1900 3273 4939 1736 4821
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 101 0 386 1 0 0 430 890 2 6 832 145
RTOR Reduction (vph) 0 0 191 0 0 0 0 0 0 0 15 0
Lane Group Flow (vph) 0 101 195 1 0 0 430 892 0 6 962 0 Confl. Peds. (#/hr) 5 5 11 11
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 2% 2% 8% 0% 0% 0% 7% 5% 3% 4% 5% 4%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 10.4 29.7 0.7 10.7 48.7 0.7 38.0
Effective Green, g (s) 10.4 24.7 0.7 10.7 48.7 0.7 38.0 Actuated g/C Ratio 0.12 0.29 0.01 0.13 0.58 0.01 0.45
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 174 775 15 417 2870 14 2186
v/s Ratio Prot c0.07 c0.13 0.18 0.00 c0.20
v/s Ratio Perm c0.07 c0.00
v/c Ratio 0.58 0.25 0.07 1.03 0.31 0.43 0.44
Uniform Delay, d1 34.6 22.5 41.2 36.5 9.0 41.4 15.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.7 0.2 1.9 52.3 0.3 19.7 0.6
Delay (s) 40.4 22.7 43.1 88.9 9.3 61.1 16.3
Level of Service D C D F A E B
Approach Delay (s) 26.3 43.1 35.1 16.6
Approach LOS C D D B
Intersection Summary
HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 83.8 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B MD at 3 Int 52: Brokaw Rd & Costco 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 7 47 25 340 516 7
Future Volume (Veh/h) 7 47 25 340 516 7
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 8 55 29 400 607 8
Pedestrians 2 7
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 1
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 436 107 38
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 436 107 38
tC, single (s) 4.2 6.4 6.2
tC, 2 stage (s)
tF (s) 2.3 3.5 3.3
p0 queue free % 99 31 99
cM capacity (veh/h) 1080 880 1028
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 63 29 400 615
Volume Left 8 0 0 607
Volume Right 0 0 400 8
cSH 1080 1700 1700 882
Volume to Capacity 0.01 0.02 0.24 0.70
Queue Length 95th (ft) 1 0 0 147
Control Delay (s) 1.1 0.0 0.0 17.9
Lane LOS A C
Approach Delay (s) 1.1 0.0 17.9
Approach LOS C
Intersection Summary
Average Delay 10.0
Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background MD at 3 Int 52: Brokaw Rd & Costco 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 112 0 42 34 340 0 0 147 516 0 7 Future Volume (veh/h) 8 112 0 42 34 340 0 0 147 516 0 7 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 0.99 0.97 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 1767 1841 1767 1900 1900 1885 1411 1411 1885 1900 1900 1900 Adj Flow Rate, veh/h 10 134 0 50 41 408 0 0 176 619 0 8 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 9 4 9 0 0 1 33 33 1 0 0 0
Cap, veh/h 100 481 0 357 38 376 0 0 206 675 0 9
Arrive On Green 0.26 0.26 0.00 0.26 0.26 0.26 0.00 0.00 0.17 0.38 0.00 0.38 Sat Flow, veh/h 889 1841 0 1263 144 1436 0 0 1192 1784 0 23 Grp Volume(v), veh/h 10 134 0 50 0 449 0 0 176 627 0 0
Grp Sat Flow(s),veh/h/ln 889 1841 0 1263 0 1581 0 0 1192 1807 0 0 Q Serve(g_s), s 0.0 4.2 0.0 2.4 0.0 18.9 0.0 0.0 10.4 23.9 0.0 0.0 Cycle Q Clear(g_c), s 18.9 4.2 0.0 6.6 0.0 18.9 0.0 0.0 10.4 23.9 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.91 0.00 1.00 0.99 0.01
Lane Grp Cap(c), veh/h 100 481 0 357 0 413 0 0 206 684 0 0 V/C Ratio(X) 0.10 0.28 0.00 0.14 0.00 1.09 0.00 0.00 0.85 0.92 0.00 0.00 Avail Cap(c_a), veh/h 100 481 0 357 0 413 0 0 298 737 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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 36.1 21.3 0.0 23.9 0.0 26.7 0.0 0.0 29.0 21.4 0.0 0.0 Incr Delay (d2), s/veh 2.0 1.4 0.0 0.8 0.0 69.5 0.0 0.0 14.7 15.6 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 1.9 0.0 0.8 0.0 14.8 0.0 0.0 3.6 12.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.2 22.7 0.0 24.7 0.0 96.2 0.0 0.0 43.7 37.0 0.0 0.0 LnGrp LOS D C A C A F A A D D A A
Approach Vol, veh/h 144 499 176 627
Approach Delay, s/veh 23.8 89.1 43.7 37.0
Approach LOS C F D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 23.4 31.9 23.4 17.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.9 29.5 18.9 18.1
Max Q Clear Time (g_c+I1), s 20.9 25.9 20.9 12.4
Green Ext Time (p_c), s 0.0 1.5 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 54.5
HCM 6th LOS D
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background MD at 3 Int 2: Coleman Ave & Brokaw Rd 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 414 16 333 54 15 30 273 586 95 33 685 41 Future Volume (vph) 414 16 333 54 15 30 273 586 95 33 685 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1715 1724 1583 1681 1720 1583 1787 4828 1719 4988 1615 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1715 1724 1583 1681 1720 1583 1787 4828 1719 4988 1615 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 474 18 382 62 17 34 313 672 109 38 785 47 RTOR Reduction (vph) 0 0 48 0 0 33 0 17 0 0 0 35
Lane Group Flow (vph) 246 246 334 39 40 1 313 764 0 38 785 12 Confl. Peds. (#/hr) 4 6 6 4 1 1
Heavy Vehicles (%) 0% 1% 2% 2% 2% 2% 1% 5% 4% 5% 4% 0%
Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 18.5 18.5 43.7 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Effective Green, g (s) 18.5 18.5 43.7 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Actuated g/C Ratio 0.21 0.21 0.50 0.04 0.04 0.04 0.22 0.44 0.04 0.26 0.26 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 361 363 788 72 74 68 387 2124 70 1319 427 v/s Ratio Prot c0.14 0.14 0.21 0.02 c0.02 0.00 c0.18 0.16 0.02 c0.16 v/s Ratio Perm 0.01
v/c Ratio 0.68 0.68 0.42 0.54 0.54 0.02 0.81 0.36 0.54 0.60 0.03 Uniform Delay, d1 31.9 31.9 14.0 41.1 41.1 40.2 32.6 16.3 41.2 28.2 23.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.2 3.9 0.1 4.4 4.3 0.0 11.5 0.0 4.5 0.5 0.0 Delay (s) 36.1 35.8 14.1 45.5 45.4 40.2 44.1 16.4 45.8 28.6 23.9 Level of Service D D B D D D D B D C C
Approach Delay (s) 26.4 43.9 24.3 29.1
Approach LOS C D C C
Intersection Summary
HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 87.7 Sum of lost time (s) 23.2 Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background MD at 3 Int 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 0 346 1 0 0 388 1056 2 6 1142 139 Future Volume (vph) 97 0 346 1 0 0 388 1056 2 6 1142 139 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1764 2787 1805 3400 5035 1736 4937
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1406 2787 1900 3400 5035 1736 4937
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 103 0 368 1 0 0 412 1122 2 6 1213 148
RTOR Reduction (vph) 0 0 178 0 0 0 0 0 0 0 9 0
Lane Group Flow (vph) 0 103 190 1 0 0 412 1124 0 6 1352 0 Confl. Peds. (#/hr) 5 5 11 11
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 2% 2% 2% 0% 0% 0% 3% 3% 3% 4% 3% 4%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 10.4 29.7 0.7 10.7 48.7 0.7 38.0
Effective Green, g (s) 10.4 24.7 0.7 10.7 48.7 0.7 38.0 Actuated g/C Ratio 0.12 0.29 0.01 0.13 0.58 0.01 0.45
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 174 821 15 434 2926 14 2238
v/s Ratio Prot c0.07 c0.12 0.22 0.00 c0.27
v/s Ratio Perm c0.07 c0.00
v/c Ratio 0.59 0.23 0.07 0.95 0.38 0.43 0.60
Uniform Delay, d1 34.7 22.4 41.2 36.3 9.5 41.4 17.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.2 0.1 1.9 30.2 0.4 19.7 1.2
Delay (s) 40.9 22.5 43.1 66.5 9.8 61.1 18.5
Level of Service D C D E A E B
Approach Delay (s) 26.5 43.1 25.0 18.6
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 22.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 83.8 Sum of lost time (s) 20.4 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B MD at 3 Int 52: Brokaw Rd & Costco 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 116 0 42 38 340 0 0 147 516 0 7 Future Volume (veh/h) 8 116 0 42 38 340 0 0 147 516 0 7 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 0.99 0.97 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 1767 1796 1767 1900 1737 1885 1411 1411 1885 1900 1900 1900 Adj Flow Rate, veh/h 10 139 0 50 46 408 0 0 176 619 0 8 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 9 7 9 0 11 1 33 33 1 0 0 0
Cap, veh/h 100 470 0 350 38 340 0 0 206 675 0 9
Arrive On Green 0.26 0.26 0.00 0.26 0.26 0.26 0.00 0.00 0.17 0.38 0.00 0.38 Sat Flow, veh/h 885 1796 0 1258 147 1301 0 0 1192 1784 0 23 Grp Volume(v), veh/h 10 139 0 50 0 454 0 0 176 627 0 0
Grp Sat Flow(s),veh/h/ln 885 1796 0 1258 0 1448 0 0 1192 1807 0 0 Q Serve(g_s), s 0.0 4.5 0.0 2.4 0.0 18.9 0.0 0.0 10.4 23.9 0.0 0.0 Cycle Q Clear(g_c), s 18.9 4.5 0.0 6.9 0.0 18.9 0.0 0.0 10.4 23.9 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.90 0.00 1.00 0.99 0.01
Lane Grp Cap(c), veh/h 100 470 0 350 0 378 0 0 206 684 0 0 V/C Ratio(X) 0.10 0.30 0.00 0.14 0.00 1.20 0.00 0.00 0.85 0.92 0.00 0.00 Avail Cap(c_a), veh/h 100 470 0 350 0 378 0 0 298 737 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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 36.1 21.4 0.0 24.1 0.0 26.7 0.0 0.0 29.0 21.4 0.0 0.0 Incr Delay (d2), s/veh 2.0 1.6 0.0 0.9 0.0 112.6 0.0 0.0 14.7 15.6 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 2.0 0.0 0.8 0.0 18.1 0.0 0.0 3.6 12.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.2 23.0 0.0 25.0 0.0 139.3 0.0 0.0 43.7 37.0 0.0 0.0 LnGrp LOS D C A C A F A A D D A A
Approach Vol, veh/h 149 504 176 627
Approach Delay, s/veh 24.0 127.9 43.7 37.0
Approach LOS C F D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 23.4 31.9 23.4 17.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.9 29.5 18.9 18.1
Max Q Clear Time (g_c+I1), s 20.9 25.9 20.9 12.4
Green Ext Time (p_c), s 0.0 1.5 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 68.0
HCM 6th LOS E
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B MD at 3 Int 2: Coleman Ave & Brokaw Rd 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 414 16 337 54 15 30 277 586 95 33 685 41 Future Volume (vph) 414 16 337 54 15 30 277 586 95 33 685 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1715 1724 1568 1681 1720 1583 1770 4828 1719 4988 1615 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1715 1724 1568 1681 1720 1583 1770 4828 1719 4988 1615 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 474 18 386 62 17 34 317 672 109 38 785 47 RTOR Reduction (vph) 0 0 48 0 0 33 0 17 0 0 0 35
Lane Group Flow (vph) 246 246 338 39 40 1 317 764 0 38 785 12 Confl. Peds. (#/hr) 4 6 6 4 1 1
Heavy Vehicles (%) 0% 1% 3% 2% 2% 2% 2% 5% 4% 5% 4% 0%
Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 18.5 18.5 43.7 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Effective Green, g (s) 18.5 18.5 43.7 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Actuated g/C Ratio 0.21 0.21 0.50 0.04 0.04 0.04 0.22 0.44 0.04 0.26 0.26 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 361 363 781 72 74 68 383 2124 70 1319 427 v/s Ratio Prot c0.14 0.14 0.22 0.02 c0.02 0.00 c0.18 0.16 0.02 c0.16 v/s Ratio Perm 0.01
v/c Ratio 0.68 0.68 0.43 0.54 0.54 0.02 0.83 0.36 0.54 0.60 0.03 Uniform Delay, d1 31.9 31.9 14.1 41.1 41.1 40.2 32.8 16.3 41.2 28.2 23.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.2 3.9 0.1 4.4 4.3 0.0 13.4 0.0 4.5 0.5 0.0 Delay (s) 36.1 35.8 14.2 45.5 45.4 40.2 46.2 16.4 45.8 28.6 23.9 Level of Service D D B D D D D B D C C
Approach Delay (s) 26.4 43.9 25.0 29.1
Approach LOS C D C C
Intersection Summary
HCM 2000 Control Delay 27.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 87.7 Sum of lost time (s) 23.2 Intersection Capacity Utilization 67.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B MD at 3 Int 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 0 356 1 0 0 398 1060 2 6 1146 139 Future Volume (vph) 97 0 356 1 0 0 398 1060 2 6 1146 139 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1764 2707 1805 3400 4986 1736 4937
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1406 2707 1900 3400 4986 1736 4937
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 103 0 378 1 0 0 423 1126 2 6 1218 148
RTOR Reduction (vph) 0 0 178 0 0 0 0 0 0 0 9 0
Lane Group Flow (vph) 0 103 200 1 0 0 423 1128 0 6 1357 0 Confl. Peds. (#/hr) 5 5 11 11
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 2% 2% 5% 0% 0% 0% 3% 4% 3% 4% 3% 4%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 10.4 29.7 0.7 10.7 48.7 0.7 38.0
Effective Green, g (s) 10.4 24.7 0.7 10.7 48.7 0.7 38.0 Actuated g/C Ratio 0.12 0.29 0.01 0.13 0.58 0.01 0.45
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 174 797 15 434 2897 14 2238
v/s Ratio Prot c0.07 c0.12 0.23 0.00 c0.27
v/s Ratio Perm c0.07 c0.00
v/c Ratio 0.59 0.25 0.07 0.97 0.39 0.43 0.61
Uniform Delay, d1 34.7 22.5 41.2 36.4 9.5 41.4 17.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.2 0.2 1.9 36.3 0.4 19.7 1.2
Delay (s) 40.9 22.7 43.1 72.7 9.9 61.1 18.5
Level of Service D C D E A E B
Approach Delay (s) 26.6 43.1 27.0 18.7
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 23.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 83.8 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B MD at 3 Int 52: Brokaw Rd & Costco 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 121 0 42 43 340 0 0 147 516 0 7 Future Volume (veh/h) 8 121 0 42 43 340 0 0 147 516 0 7 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 0.99 0.97 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 1767 1737 1767 1900 1589 1885 1411 1411 1885 1900 1900 1900 Adj Flow Rate, veh/h 10 145 0 50 52 408 0 0 176 619 0 8 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 9 11 9 0 21 1 33 33 1 0 0 0
Cap, veh/h 100 454 0 342 39 308 0 0 206 675 0 9
Arrive On Green 0.26 0.26 0.00 0.26 0.26 0.26 0.00 0.00 0.17 0.38 0.00 0.38 Sat Flow, veh/h 880 1737 0 1251 150 1177 0 0 1192 1784 0 23 Grp Volume(v), veh/h 10 145 0 50 0 460 0 0 176 627 0 0
Grp Sat Flow(s),veh/h/ln 880 1737 0 1251 0 1327 0 0 1192 1807 0 0 Q Serve(g_s), s 0.0 4.9 0.0 2.4 0.0 18.9 0.0 0.0 10.4 23.9 0.0 0.0 Cycle Q Clear(g_c), s 18.9 4.9 0.0 7.3 0.0 18.9 0.0 0.0 10.4 23.9 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.89 0.00 1.00 0.99 0.01
Lane Grp Cap(c), veh/h 100 454 0 342 0 347 0 0 206 684 0 0 V/C Ratio(X) 0.10 0.32 0.00 0.15 0.00 1.33 0.00 0.00 0.85 0.92 0.00 0.00 Avail Cap(c_a), veh/h 100 454 0 342 0 347 0 0 298 737 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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 36.1 21.5 0.0 24.5 0.0 26.7 0.0 0.0 29.0 21.4 0.0 0.0 Incr Delay (d2), s/veh 2.0 1.8 0.0 0.9 0.0 165.3 0.0 0.0 14.7 15.6 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 2.2 0.0 0.8 0.0 21.7 0.0 0.0 3.6 12.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.2 23.4 0.0 25.3 0.0 192.0 0.0 0.0 43.7 37.0 0.0 0.0 LnGrp LOS D C A C A F A A D D A A
Approach Vol, veh/h 155 510 176 627
Approach Delay, s/veh 24.3 175.7 43.7 37.0
Approach LOS C F D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 23.4 31.9 23.4 17.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.9 29.5 18.9 18.1
Max Q Clear Time (g_c+I1), s 20.9 25.9 20.9 12.4
Green Ext Time (p_c), s 0.0 1.5 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 84.7
HCM 6th LOS F
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B MD at 3 Int 2: Coleman Ave & Brokaw Rd 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 414 16 342 54 15 30 282 586 95 33 685 41 Future Volume (vph) 414 16 342 54 15 30 282 586 95 33 685 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1715 1724 1553 1681 1720 1583 1736 4828 1719 4988 1615 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1715 1724 1553 1681 1720 1583 1736 4828 1719 4988 1615 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 474 18 392 62 17 34 323 672 109 38 785 47 RTOR Reduction (vph) 0 0 48 0 0 33 0 17 0 0 0 35
Lane Group Flow (vph) 246 246 344 39 40 1 323 764 0 38 785 12 Confl. Peds. (#/hr) 4 6 6 4 1 1
Heavy Vehicles (%) 0% 1% 4% 2% 2% 2% 4% 5% 4% 5% 4% 0%
Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 18.5 18.5 43.7 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Effective Green, g (s) 18.5 18.5 43.7 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Actuated g/C Ratio 0.21 0.21 0.50 0.04 0.04 0.04 0.22 0.44 0.04 0.26 0.26 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 361 363 773 72 74 68 376 2124 70 1319 427 v/s Ratio Prot c0.14 0.14 0.22 0.02 c0.02 0.00 c0.19 0.16 0.02 c0.16 v/s Ratio Perm 0.01
v/c Ratio 0.68 0.68 0.45 0.54 0.54 0.02 0.86 0.36 0.54 0.60 0.03 Uniform Delay, d1 31.9 31.9 14.2 41.1 41.1 40.2 33.1 16.3 41.2 28.2 23.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.2 3.9 0.1 4.4 4.3 0.0 17.2 0.0 4.5 0.5 0.0 Delay (s) 36.1 35.8 14.3 45.5 45.4 40.2 50.3 16.4 45.8 28.6 23.9 Level of Service D D B D D D D B D C C
Approach Delay (s) 26.4 43.9 26.3 29.1
Approach LOS C D C C
Intersection Summary
HCM 2000 Control Delay 27.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 87.7 Sum of lost time (s) 23.2 Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B MD at 3 Int 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 0 361 1 0 0 413 1065 2 6 1151 139 Future Volume (vph) 97 0 361 1 0 0 413 1065 2 6 1151 139 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1764 2608 1805 3273 4986 1736 4895
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1406 2608 1900 3273 4986 1736 4895
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 103 0 384 1 0 0 439 1132 2 6 1223 148
RTOR Reduction (vph) 0 0 177 0 0 0 0 0 0 0 9 0
Lane Group Flow (vph) 0 103 207 1 0 0 439 1134 0 6 1362 0 Confl. Peds. (#/hr) 5 5 11 11
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 2% 2% 9% 0% 0% 0% 7% 4% 3% 4% 4% 4%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 9.6 29.9 0.7 11.7 49.7 0.7 38.0
Effective Green, g (s) 9.6 24.9 0.7 11.7 49.7 0.7 38.0
Actuated g/C Ratio 0.11 0.30 0.01 0.14 0.59 0.01 0.45
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 160 773 15 455 2950 14 2214
v/s Ratio Prot c0.08 c0.13 0.23 0.00 c0.28
v/s Ratio Perm c0.07 c0.00
v/c Ratio 0.64 0.27 0.07 0.96 0.38 0.43 0.62
Uniform Delay, d1 35.6 22.6 41.3 35.9 9.1 41.5 17.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 9.5 0.2 1.9 33.0 0.4 19.7 1.3
Delay (s) 45.1 22.8 43.2 68.9 9.4 61.2 18.7
Level of Service D C D E A E B
Approach Delay (s) 27.5 43.2 26.0 18.9
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 84.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim PM 2: Coleman Ave & Brokaw Rd 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 247 13 368 157 28 12 245 464 44 10 1282 50 Future Volume (veh/h) 247 13 368 157 28 12 245 464 44 10 1282 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 1900 1900 1900 1885 1885 1885 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 265 14 395 169 30 13 263 498 0 11 1376 0 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, % 0 0 0 1 1 1 2 2 2 1 1 1
Cap, veh/h 248 15 418 195 292 126 179 2248 18 1252
Arrive On Green 0.14 0.27 0.27 0.11 0.23 0.23 0.10 0.44 0.00 0.01 0.35 0.00 Sat Flow, veh/h 1810 55 1556 1795 1245 540 1781 5274 0 1795 3582 1598 Grp Volume(v), veh/h 265 0 409 169 0 43 263 498 0 11 1376 0 Grp Sat Flow(s),veh/h/ln 1810 0 1612 1795 0 1785 1781 1702 0 1795 1791 1598 Q Serve(g_s), s 17.8 0.0 32.3 12.0 0.0 2.5 13.1 7.9 0.0 0.8 45.5 0.0 Cycle Q Clear(g_c), s 17.8 0.0 32.3 12.0 0.0 2.5 13.1 7.9 0.0 0.8 45.5 0.0 Prop In Lane 1.00 0.97 1.00 0.30 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 248 0 433 195 0 418 179 2248 18 1252 V/C Ratio(X) 1.07 0.00 0.95 0.87 0.00 0.10 1.47 0.22 0.61 1.10 Avail Cap(c_a), veh/h 248 0 469 257 0 519 179 2248 126 1252 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.99 0.99 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 56.1 0.0 46.6 57.0 0.0 39.1 58.5 22.6 0.0 64.1 42.3 0.0 Incr Delay (d2), s/veh 76.8 0.0 26.5 17.2 0.0 0.0 237.0 0.2 0.0 11.6 56.9 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 13.5 0.0 16.2 6.4 0.0 1.1 17.6 3.1 0.0 0.4 29.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 132.9 0.0 73.1 74.2 0.0 39.1 295.4 22.8 0.0 75.7 99.2 0.0 LnGrp LOS F A E E A D F C E F
Approach Vol, veh/h 674 212 761 1387
Approach Delay, s/veh 96.6 67.1 117.0 99.0
Approach LOS F E F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.2 63.1 19.5 41.1 18.0 51.4 24.0 36.6 Change Period (Y+Rc), s 4.9 5.9 5.4 6.2 4.9 5.9 6.2 6.2 Max Green Setting (Gmax), s 9.1 42.1 18.6 37.8 13.1 38.1 17.8 37.8 Max Q Clear Time (g_c+I1), s 2.8 9.9 14.0 34.3 15.1 47.5 19.8 4.5 Green Ext Time (p_c), s 0.0 4.6 0.1 0.4 0.0 0.0 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 100.7
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim PM 3: Coleman Ave & Champions Wy 03/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 9 758 1914 6
Future Volume (veh/h) 5 5 9 758 1914 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1856 1885 1885
Adj Flow Rate, veh/h 5 5 10 814 2055 6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 0 0 3 3 1 1
Cap, veh/h 30 53 29 4582 3093 9
Arrive On Green 0.02 0.02 0.03 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5233 3758 11
Grp Volume(v), veh/h 5 5 10 814 1004 1057
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1689 1791 1883
Q Serve(g_s), s 0.4 0.4 0.7 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.4 0.4 0.7 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 30 53 29 4582 1512 1590
V/C Ratio(X) 0.17 0.10 0.35 0.18 0.66 0.66
Avail Cap(c_a), veh/h 145 155 126 4582 1512 1590
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.09 0.09
Uniform Delay (d), s/veh 63.1 61.0 62.2 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.8 1.1 9.9 0.1 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.2 0.4 0.0 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 62.1 72.1 0.1 0.2 0.2
LnGrp LOS E E E A A A
Approach Vol, veh/h 10 824 2061
Approach Delay, s/veh 64.5 1.0 0.2
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.8 115.5 123.3 6.7
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 9.3 94.3 109.3 10.4
Max Q Clear Time (g_c+I1), s 2.7 2.0 2.0 2.4
Green Ext Time (p_c), s 0.0 87.2 24.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.6
HCM 6th LOS A
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim PM 13: Coleman Ave & Airport Blvd 03/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 90 927 269 87 1416
Future Volume (veh/h) 87 90 927 269 87 1416
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1870 1870 1885 1885
Adj Flow Rate, veh/h 96 100 1028 0 96 1570
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 6 6 2 2 1 1
Cap, veh/h 286 196 4712 147 4231
Arrive On Green 0.09 0.09 0.24 0.00 0.04 0.82
Sat Flow, veh/h 3346 1535 6696 1585 3483 5316
Grp Volume(v), veh/h 96 100 1028 0 96 1570
Grp Sat Flow(s),veh/h/ln 1673 1535 1609 1585 1742 1716
Q Serve(g_s), s 3.5 7.9 16.6 0.0 3.5 10.1
Cycle Q Clear(g_c), s 3.5 7.9 16.6 0.0 3.5 10.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 286 196 4712 147 4231
V/C Ratio(X) 0.34 0.51 0.22 0.65 0.37
Avail Cap(c_a), veh/h 1125 581 4712 316 4231
HCM Platoon Ratio 1.00 1.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.95 0.00 1.00 1.00
Uniform Delay (d), s/veh 56.0 52.9 19.5 0.0 61.3 3.0
Incr Delay (d2), s/veh 1.0 2.9 0.1 0.0 4.9 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 6.9 7.2 0.0 1.6 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.9 55.8 19.6 0.0 66.2 3.2
LnGrp LOS E E B E A
Approach Vol, veh/h 196 1028 1666
Approach Delay, s/veh 56.4 19.6 6.8
Approach LOS E B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 112.6 17.4 11.7 100.9
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 74.3 43.7 11.8 56.3
Max Q Clear Time (g_c+I1), s 12.1 9.9 5.5 18.6
Green Ext Time (p_c), s 52.4 1.2 0.1 22.6
Intersection Summary
HCM 6th Ctrl Delay 14.7
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim PM 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 258 928 0 0 1510
Future Volume (veh/h) 329 258 928 0 0 1510
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1870 0 0 1885
Adj Flow Rate, veh/h 350 274 986 0 0 1604
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 4 4 2 0 0 1
Cap, veh/h 521 239 3900 0 0 3931
Arrive On Green 0.15 0.15 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3401 1560 5443 0 0 5486
Grp Volume(v), veh/h 350 274 986 0 0 1604
Grp Sat Flow(s),veh/h/ln 1700 1560 1702 0 0 1716
Q Serve(g_s), s 12.6 19.9 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 12.6 19.9 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 521 239 3900 0 0 3931
V/C Ratio(X) 0.67 1.15 0.25 0.00 0.00 0.41
Avail Cap(c_a), veh/h 521 239 3900 0 0 3931
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.94
Uniform Delay (d), s/veh 52.0 55.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.8 103.8 0.2 0.0 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.6 14.6 0.1 0.0 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.8 158.9 0.2 0.0 0.0 0.3
LnGrp LOS E F A A A A
Approach Vol, veh/h 624 986 1604
Approach Delay, s/veh 101.0 0.2 0.3
Approach LOS F A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 105.0 25.0 105.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 99.3 19.9 99.3
Max Q Clear Time (g_c+I1), s 2.0 21.9 2.0
Green Ext Time (p_c), s 69.0 0.0 32.8
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim PM 17: Coleman Ave & Hedding St 03/30/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 143 347 123 73 272 369 81 668 52 213 1145 124 Future Volume (veh/h) 143 347 123 73 272 369 81 668 52 213 1145 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1885 1885 1885 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 160 389 138 82 305 0 91 749 58 239 1283 0 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, % 1 1 1 1 1 1 2 2 2 2 2 2
Cap, veh/h 221 521 182 103 701 151 1633 126 297 2530
Arrive On Green 0.06 0.20 0.20 0.06 0.20 0.00 0.08 0.49 0.49 0.17 0.99 0.00 Sat Flow, veh/h 3483 2587 905 1795 3676 0 1781 3341 259 3456 5274 0 Grp Volume(v), veh/h 160 268 259 82 305 0 91 398 409 239 1283 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1701 1795 1791 0 1781 1777 1823 1728 1702 0 Q Serve(g_s), s 5.9 18.2 18.7 5.9 9.7 0.0 6.4 19.2 19.2 8.6 0.6 0.0 Cycle Q Clear(g_c), s 5.9 18.2 18.7 5.9 9.7 0.0 6.4 19.2 19.2 8.6 0.6 0.0 Prop In Lane 1.00 0.53 1.00 0.00 1.00 0.14 1.00 0.00
Lane Grp Cap(c), veh/h 221 361 343 103 701 151 869 891 297 2530 V/C Ratio(X) 0.72 0.74 0.76 0.79 0.44 0.60 0.46 0.46 0.80 0.51 Avail Cap(c_a), veh/h 506 522 496 137 796 151 869 891 486 2530 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.94 0.94 0.00 Uniform Delay (d), s/veh 59.8 48.7 48.9 60.5 46.0 0.0 57.4 21.9 21.9 52.8 0.3 0.0 Incr Delay (d2), s/veh 4.5 3.3 4.0 20.4 0.4 0.0 16.6 1.7 1.7 4.8 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 8.4 8.3 3.2 4.4 0.0 3.5 8.2 8.4 3.6 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.2 52.0 52.9 80.9 46.4 0.0 74.0 23.6 23.6 57.6 1.0 0.0 LnGrp LOS E D D F D E C C E A
Approach Vol, veh/h 687 387 898 1522
Approach Delay, s/veh 55.2 53.7 28.7 9.9
Approach LOS E D C A
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.0 70.1 13.3 30.5 16.9 69.2 12.6 31.3 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 11.0 50.3 18.9 28.9 18.3 42.3 9.9 37.9 Max Q Clear Time (g_c+I1), s 8.4 2.6 7.9 11.7 10.6 21.2 7.9 20.7 Green Ext Time (p_c), s 0.0 28.8 0.4 1.1 0.5 10.7 0.0 5.1 Intersection Summary
HCM 6th Ctrl Delay 28.5
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 7: Coleman Ave & Aviation Ave 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 17 0 12 40 0 10 3 675 15 49 14 1810 Future Volume (vph) 17 0 12 40 0 10 3 675 15 49 14 1810 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1665 2760 1757 1583 3433 3539 1548 1787 5135 Flt Permitted 0.95 0.75 1.00 0.48 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1665 1315 2760 891 1583 3433 3539 1548 1787 5135 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 19 0 13 44 0 11 3 748 17 54 16 2007
RTOR Reduction (vph) 0 0 0 0 10 0 0 0 6 0 0 0
Lane Group Flow (vph) 9 10 13 44 1 0 3 748 11 0 70 2009 Confl. Peds. (#/hr) 3 3 1 1
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 2% 2% 2% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
Permitted Phases 3 7 6
Actuated Green, G (s) 6.2 6.2 4.1 8.3 6.2 1.4 87.5 87.5 9.5 95.6 Effective Green, g (s) 6.2 6.2 4.1 8.3 6.2 1.4 87.5 87.5 9.5 95.6 Actuated g/C Ratio 0.05 0.05 0.03 0.06 0.05 0.01 0.67 0.67 0.07 0.74 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 79 62 87 56 75 36 2382 1041 130 3776 v/s Ratio Prot 0.01 0.00 0.00 0.00 0.21 c0.04 c0.39
v/s Ratio Perm c0.01 c0.05 0.01
v/c Ratio 0.11 0.16 0.15 0.79 0.01 0.08 0.31 0.01 0.54 0.53 Uniform Delay, d1 59.3 59.4 61.3 60.0 59.0 63.7 8.8 7.0 58.1 7.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.21 0.89 1.00 1.04 0.78 Incremental Delay, d2 0.9 1.7 0.8 52.7 0.1 1.3 0.3 0.0 3.8 0.4 Delay (s) 60.1 61.1 62.1 112.7 59.0 78.1 8.2 7.0 64.4 6.3 Level of Service E E E F E E A A E A
Approach Delay (s) 61.2 102.0 8.5 8.2
Approach LOS E F A A
Intersection Summary
HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 7: Coleman Ave & Aviation Ave 03/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 2
Future Volume (vph) 2
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 102%
Adj. Flow (vph) 2
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 8: Coleman Ave & Earthquakes Wy 03/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 700 1859 5
Future Volume (vph) 10 85 8 20 700 1859 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.88 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3176 1455 3400 5036 5134
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3176 1455 3400 5036 5134
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 11 93 9 22 768 2039 5
RTOR Reduction (vph) 42 41 0 0 0 0 0
Lane Group Flow (vph) 16 5 0 31 768 2044 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1% 1% 3% 3% 3% 1% 1%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 13.0 13.0 4.7 106.7 96.3
Effective Green, g (s) 13.0 13.0 4.7 106.7 96.3
Actuated g/C Ratio 0.10 0.10 0.04 0.82 0.74
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 317 145 122 4133 3803
v/s Ratio Prot c0.00 0.01 c0.15 c0.40
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.03 0.25 0.19 0.54
Uniform Delay, d1 52.9 52.8 60.9 2.5 7.3
Progression Factor 1.00 1.00 0.94 0.48 1.04
Incremental Delay, d2 0.1 0.1 1.3 0.1 0.5
Delay (s) 53.0 52.9 58.5 1.3 8.1
Level of Service D D E A A
Approach Delay (s) 53.0 3.5 8.1
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 8.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 61 0 350 2 0 0 330 670 1 3 1851 144 Future Volume (vph) 61 0 350 2 0 0 330 670 1 3 1851 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2814 1203 3433 5084 1787 5075
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2814 1267 3433 5084 1787 5075
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 66 0 380 2 0 0 358 727 1 3 2009 156
RTOR Reduction (vph) 0 0 271 0 0 0 0 0 0 0 5 0
Lane Group Flow (vph) 0 66 109 2 0 0 358 728 0 3 2160 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 1% 50% 50% 50% 2% 2% 2% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 16.9 42.2 1.7 27.0 97.1 1.3 70.7
Effective Green, g (s) 16.9 37.2 1.7 27.0 97.1 1.3 70.7 Actuated g/C Ratio 0.13 0.29 0.01 0.21 0.75 0.01 0.54
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 232 805 16 713 3797 17 2760
v/s Ratio Prot 0.04 c0.10 0.14 0.00 c0.43
v/s Ratio Perm c0.04 0.00
v/c Ratio 0.28 0.14 0.12 0.50 0.19 0.18 0.78
Uniform Delay, d1 51.1 34.5 63.4 45.6 4.9 63.8 23.6
Progression Factor 1.00 1.00 1.00 1.10 0.63 0.94 0.60
Incremental Delay, d2 0.9 0.1 3.5 0.6 0.1 4.4 2.0
Delay (s) 52.0 34.5 66.9 50.7 3.2 64.1 16.1
Level of Service D C E D A E B
Approach Delay (s) 37.1 66.9 18.9 16.2
Approach LOS D E B B
Intersection Summary
HCM 2000 Control Delay 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 8 143 0 407 0 783 361 445 1327 13 Future Volume (vph) 0 0 8 143 0 407 0 783 361 445 1327 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.88 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1285 3467 2814 5307 1652 3467 5127
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1285 3467 2814 5307 1652 3467 5127
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 9 159 0 451 0 868 400 493 1471 14
RTOR Reduction (vph) 0 0 9 0 0 393 0 0 176 0 1 0
Lane Group Flow (vph) 0 0 0 159 0 58 0 868 224 493 1484 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 1.1 10.5 16.8 72.7 72.7 25.1 103.5 Effective Green, g (s) 1.1 10.5 16.8 72.7 72.7 25.1 103.5 Actuated g/C Ratio 0.01 0.08 0.13 0.56 0.56 0.19 0.80
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 10 280 363 2967 923 669 4081
v/s Ratio Prot c0.05 c0.02 0.16 c0.14 c0.29
v/s Ratio Perm 0.00 0.14
v/c Ratio 0.01 0.57 0.16 0.29 0.24 0.74 0.36
Uniform Delay, d1 63.9 57.6 50.3 15.1 14.6 49.3 3.8
Progression Factor 1.00 1.00 1.00 0.88 0.95 0.79 1.62
Incremental Delay, d2 0.3 2.6 0.2 0.2 0.5 4.7 0.2
Delay (s) 64.2 60.2 50.5 13.5 14.4 43.8 6.4
Level of Service E E D B B D A
Approach Delay (s) 64.2 53.1 13.8 15.7
Approach LOS E D B B
Intersection Summary
HCM 2000 Control Delay 21.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 52: Brokaw Rd & Costco 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 3 50 12 309 552 9
Future Volume (Veh/h) 3 50 12 309 552 9
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Hourly flow rate (vph) 3 55 13 339 605 10
Pedestrians 1 3
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 355 77 17
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 355 77 17
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 34 99
cM capacity (veh/h) 1200 924 1061
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 58 13 339 615
Volume Left 3 0 0 605
Volume Right 0 0 339 10
cSH 1200 1700 1700 925
Volume to Capacity 0.00 0.01 0.20 0.66
Queue Length 95th (ft) 0 0 0 131
Control Delay (s) 0.4 0.0 0.0 16.2
Lane LOS A C
Approach Delay (s) 0.4 0.0 16.2
Approach LOS C
Intersection Summary
Average Delay 9.8
Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B PM 2: Coleman Ave & Brokaw Rd 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 247 13 372 157 28 12 249 464 44 10 1282 50 Future Volume (veh/h) 247 13 372 157 28 12 249 464 44 10 1282 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 1900 1900 1885 1885 1885 1885 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 265 14 399 169 30 13 267 498 0 11 1376 0 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, % 0 0 1 1 1 1 2 2 2 1 1 1
Cap, veh/h 248 15 421 195 294 128 179 2237 18 1245
Arrive On Green 0.14 0.27 0.27 0.11 0.24 0.24 0.10 0.44 0.00 0.01 0.35 0.00 Sat Flow, veh/h 1810 55 1557 1795 1245 540 1781 5274 0 1795 3582 1598 Grp Volume(v), veh/h 265 0 413 169 0 43 267 498 0 11 1376 0 Grp Sat Flow(s),veh/h/ln 1810 0 1612 1795 0 1785 1781 1702 0 1795 1791 1598 Q Serve(g_s), s 17.8 0.0 32.7 12.0 0.0 2.5 13.1 7.9 0.0 0.8 45.2 0.0 Cycle Q Clear(g_c), s 17.8 0.0 32.7 12.0 0.0 2.5 13.1 7.9 0.0 0.8 45.2 0.0 Prop In Lane 1.00 0.97 1.00 0.30 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 248 0 436 195 0 422 179 2237 18 1245 V/C Ratio(X) 1.07 0.00 0.95 0.87 0.00 0.10 1.49 0.22 0.61 1.11 Avail Cap(c_a), veh/h 248 0 469 257 0 519 179 2237 126 1245 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.99 0.99 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 56.1 0.0 46.5 57.0 0.0 38.8 58.5 22.7 0.0 64.1 42.4 0.0 Incr Delay (d2), s/veh 76.8 0.0 27.0 17.2 0.0 0.0 246.3 0.2 0.0 11.6 59.6 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 13.5 0.0 16.4 6.4 0.0 1.1 18.1 3.2 0.0 0.4 29.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 132.9 0.0 73.4 74.2 0.0 38.9 304.8 23.0 0.0 75.7 102.0 0.0 LnGrp LOS F A E E A D F C E F
Approach Vol, veh/h 678 212 765 1387
Approach Delay, s/veh 96.7 67.0 121.3 101.8
Approach LOS F E F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.2 62.9 19.5 41.4 18.0 51.1 24.0 36.9 Change Period (Y+Rc), s 4.9 5.9 5.4 6.2 4.9 5.9 6.2 6.2 Max Green Setting (Gmax), s 9.1 42.1 18.6 37.8 13.1 38.1 17.8 37.8 Max Q Clear Time (g_c+I1), s 2.8 9.9 14.0 34.7 15.1 47.2 19.8 4.5 Green Ext Time (p_c), s 0.0 4.6 0.1 0.4 0.0 0.0 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 103.1
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B PM 3: Coleman Ave & Champions Wy 03/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 9 762 1918 6
Future Volume (veh/h) 5 5 9 762 1918 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1856 1885 1885
Adj Flow Rate, veh/h 5 5 10 818 2059 6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 0 0 3 3 1 1
Cap, veh/h 30 53 29 4582 3093 9
Arrive On Green 0.02 0.02 0.03 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5233 3758 11
Grp Volume(v), veh/h 5 5 10 818 1006 1059
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1689 1791 1883
Q Serve(g_s), s 0.4 0.4 0.7 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.4 0.4 0.7 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 30 53 29 4582 1512 1590
V/C Ratio(X) 0.17 0.10 0.35 0.18 0.67 0.67
Avail Cap(c_a), veh/h 145 155 126 4582 1512 1590
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.09 0.09
Uniform Delay (d), s/veh 63.1 61.0 62.2 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.8 1.1 9.9 0.1 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.2 0.4 0.0 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 62.1 72.1 0.1 0.2 0.2
LnGrp LOS E E E A A A
Approach Vol, veh/h 10 828 2065
Approach Delay, s/veh 64.5 1.0 0.2
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.8 115.5 123.3 6.7
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 9.3 94.3 109.3 10.4
Max Q Clear Time (g_c+I1), s 2.7 2.0 2.0 2.4
Green Ext Time (p_c), s 0.0 87.3 24.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.6
HCM 6th LOS A
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B PM 13: Coleman Ave & Airport Blvd 03/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 90 941 269 87 1430
Future Volume (veh/h) 87 90 941 269 87 1430
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1856 1870 1885 1870
Adj Flow Rate, veh/h 96 100 1043 0 96 1585
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 6 6 3 2 1 2
Cap, veh/h 286 196 4675 147 4198
Arrive On Green 0.09 0.09 0.24 0.00 0.04 0.82
Sat Flow, veh/h 3346 1535 6643 1585 3483 5274
Grp Volume(v), veh/h 96 100 1043 0 96 1585
Grp Sat Flow(s),veh/h/ln 1673 1535 1596 1585 1742 1702
Q Serve(g_s), s 3.5 7.9 17.0 0.0 3.5 10.4
Cycle Q Clear(g_c), s 3.5 7.9 17.0 0.0 3.5 10.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 286 196 4675 147 4198
V/C Ratio(X) 0.34 0.51 0.22 0.65 0.38
Avail Cap(c_a), veh/h 1125 581 4675 316 4198
HCM Platoon Ratio 1.00 1.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.94 0.00 1.00 1.00
Uniform Delay (d), s/veh 56.0 52.9 19.6 0.0 61.3 3.0
Incr Delay (d2), s/veh 1.0 2.9 0.1 0.0 4.9 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 6.9 7.3 0.0 1.6 2.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.9 55.8 19.8 0.0 66.2 3.2
LnGrp LOS E E B E A
Approach Vol, veh/h 196 1043 1681
Approach Delay, s/veh 56.4 19.8 6.8
Approach LOS E B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 112.6 17.4 11.7 100.9
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 74.3 43.7 11.8 56.3
Max Q Clear Time (g_c+I1), s 12.4 9.9 5.5 19.0
Green Ext Time (p_c), s 52.6 1.2 0.1 22.8
Intersection Summary
HCM 6th Ctrl Delay 14.8
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B PM 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 272 928 0 0 1524
Future Volume (veh/h) 329 272 928 0 0 1524
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1781 1870 0 0 1870
Adj Flow Rate, veh/h 350 289 986 0 0 1619
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 4 8 2 0 0 2
Cap, veh/h 521 231 3900 0 0 3900
Arrive On Green 0.15 0.15 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3401 1510 5443 0 0 5443
Grp Volume(v), veh/h 350 289 986 0 0 1619
Grp Sat Flow(s),veh/h/ln 1700 1510 1702 0 0 1702
Q Serve(g_s), s 12.6 19.9 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 12.6 19.9 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 521 231 3900 0 0 3900
V/C Ratio(X) 0.67 1.25 0.25 0.00 0.00 0.42
Avail Cap(c_a), veh/h 521 231 3900 0 0 3900
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.93
Uniform Delay (d), s/veh 52.0 55.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.8 143.3 0.2 0.0 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.6 16.7 0.1 0.0 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.8 198.4 0.2 0.0 0.0 0.3
LnGrp LOS E F A A A A
Approach Vol, veh/h 639 986 1619
Approach Delay, s/veh 120.3 0.2 0.3
Approach LOS F A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 105.0 25.0 105.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 99.3 19.9 99.3
Max Q Clear Time (g_c+I1), s 2.0 21.9 2.0
Green Ext Time (p_c), s 69.8 0.0 32.8
Intersection Summary
HCM 6th Ctrl Delay 23.9
HCM 6th LOS C
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B PM 17: Coleman Ave & Hedding St 03/30/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 143 347 123 73 272 369 81 668 52 213 1145 124 Future Volume (veh/h) 143 347 123 73 272 369 81 668 52 213 1145 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1885 1885 1885 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 160 389 138 82 305 0 91 749 58 239 1283 0 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, % 1 1 1 1 1 1 2 2 2 2 2 2
Cap, veh/h 221 521 182 103 701 151 1633 126 297 2530
Arrive On Green 0.06 0.20 0.20 0.06 0.20 0.00 0.08 0.49 0.49 0.17 0.99 0.00 Sat Flow, veh/h 3483 2587 905 1795 3676 0 1781 3341 259 3456 5274 0 Grp Volume(v), veh/h 160 268 259 82 305 0 91 398 409 239 1283 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1701 1795 1791 0 1781 1777 1823 1728 1702 0 Q Serve(g_s), s 5.9 18.2 18.7 5.9 9.7 0.0 6.4 19.2 19.2 8.6 0.6 0.0 Cycle Q Clear(g_c), s 5.9 18.2 18.7 5.9 9.7 0.0 6.4 19.2 19.2 8.6 0.6 0.0 Prop In Lane 1.00 0.53 1.00 0.00 1.00 0.14 1.00 0.00
Lane Grp Cap(c), veh/h 221 361 343 103 701 151 869 891 297 2530 V/C Ratio(X) 0.72 0.74 0.76 0.79 0.44 0.60 0.46 0.46 0.80 0.51 Avail Cap(c_a), veh/h 506 522 496 137 796 151 869 891 486 2530 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.94 0.94 0.00 Uniform Delay (d), s/veh 59.8 48.7 48.9 60.5 46.0 0.0 57.4 21.9 21.9 52.8 0.3 0.0 Incr Delay (d2), s/veh 4.5 3.3 4.0 20.4 0.4 0.0 16.6 1.7 1.7 4.8 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 8.4 8.3 3.2 4.4 0.0 3.5 8.2 8.4 3.6 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.2 52.0 52.9 80.9 46.4 0.0 74.0 23.6 23.6 57.6 1.0 0.0 LnGrp LOS E D D F D E C C E A
Approach Vol, veh/h 687 387 898 1522
Approach Delay, s/veh 55.2 53.7 28.7 9.9
Approach LOS E D C A
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.0 70.1 13.3 30.5 16.9 69.2 12.6 31.3 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 11.0 50.3 18.9 28.9 18.3 42.3 9.9 37.9 Max Q Clear Time (g_c+I1), s 8.4 2.6 7.9 11.7 10.6 21.2 7.9 20.7 Green Ext Time (p_c), s 0.0 28.8 0.4 1.1 0.5 10.7 0.0 5.1 Intersection Summary
HCM 6th Ctrl Delay 28.5
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 7: Coleman Ave & Aviation Ave 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 17 0 12 40 0 10 3 679 15 49 14 1814 Future Volume (vph) 17 0 12 40 0 10 3 679 15 49 14 1814 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1665 2760 1757 1583 3433 3505 1548 1787 5135 Flt Permitted 0.95 0.75 1.00 0.48 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1665 1315 2760 891 1583 3433 3505 1548 1787 5135 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 19 0 13 44 0 11 3 753 17 54 16 2011
RTOR Reduction (vph) 0 0 0 0 10 0 0 0 6 0 0 0
Lane Group Flow (vph) 9 10 13 44 1 0 3 753 11 0 70 2013 Confl. Peds. (#/hr) 3 3 1 1
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 2% 3% 2% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
Permitted Phases 3 7 6
Actuated Green, G (s) 6.2 6.2 4.1 8.3 6.2 1.4 87.5 87.5 9.5 95.6 Effective Green, g (s) 6.2 6.2 4.1 8.3 6.2 1.4 87.5 87.5 9.5 95.6 Actuated g/C Ratio 0.05 0.05 0.03 0.06 0.05 0.01 0.67 0.67 0.07 0.74 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 79 62 87 56 75 36 2359 1041 130 3776 v/s Ratio Prot 0.01 0.00 0.00 0.00 0.21 c0.04 c0.39
v/s Ratio Perm c0.01 c0.05 0.01
v/c Ratio 0.11 0.16 0.15 0.79 0.01 0.08 0.32 0.01 0.54 0.53 Uniform Delay, d1 59.3 59.4 61.3 60.0 59.0 63.7 8.8 7.0 58.1 7.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.20 0.88 1.00 1.05 0.76 Incremental Delay, d2 0.9 1.7 0.8 52.7 0.1 1.3 0.4 0.0 3.8 0.4 Delay (s) 60.1 61.1 62.1 112.7 59.0 77.7 8.1 7.0 64.5 6.1 Level of Service E E E F E E A A E A
Approach Delay (s) 61.2 102.0 8.4 8.1
Approach LOS E F A A
Intersection Summary
HCM 2000 Control Delay 10.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 62.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 7: Coleman Ave & Aviation Ave 03/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 2
Future Volume (vph) 2
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 102%
Adj. Flow (vph) 2
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 8: Coleman Ave & Earthquakes Wy 03/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 704 1863 5
Future Volume (vph) 10 85 8 20 704 1863 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.88 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3176 1455 3400 5036 5134
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3176 1455 3400 5036 5134
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 11 93 9 22 772 2043 5
RTOR Reduction (vph) 42 41 0 0 0 0 0
Lane Group Flow (vph) 16 5 0 31 772 2048 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1% 1% 3% 3% 3% 1% 1%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 13.0 13.0 4.7 106.7 96.3
Effective Green, g (s) 13.0 13.0 4.7 106.7 96.3
Actuated g/C Ratio 0.10 0.10 0.04 0.82 0.74
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 317 145 122 4133 3803
v/s Ratio Prot c0.00 0.01 c0.15 c0.40
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.03 0.25 0.19 0.54
Uniform Delay, d1 52.9 52.8 60.9 2.5 7.3
Progression Factor 1.00 1.00 0.95 0.48 1.05
Incremental Delay, d2 0.1 0.1 1.3 0.1 0.5
Delay (s) 53.0 52.9 59.1 1.3 8.1
Level of Service D D E A A
Approach Delay (s) 53.0 3.5 8.1
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 8.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 61 0 360 2 0 0 340 674 1 3 1855 144 Future Volume (vph) 61 0 360 2 0 0 340 674 1 3 1855 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2733 1203 3400 5035 1787 5075
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2733 1267 3400 5035 1787 5075
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 66 0 391 2 0 0 369 731 1 3 2013 156
RTOR Reduction (vph) 0 0 271 0 0 0 0 0 0 0 5 0
Lane Group Flow (vph) 0 66 120 2 0 0 369 732 0 3 2164 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 4% 50% 50% 50% 3% 3% 2% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 16.9 43.4 1.7 28.2 97.1 1.3 69.5
Effective Green, g (s) 16.9 38.4 1.7 28.2 97.1 1.3 69.5 Actuated g/C Ratio 0.13 0.30 0.01 0.22 0.75 0.01 0.53
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 232 807 16 737 3760 17 2713
v/s Ratio Prot 0.04 c0.11 0.15 0.00 c0.43
v/s Ratio Perm c0.04 0.00
v/c Ratio 0.28 0.15 0.12 0.50 0.19 0.18 0.80
Uniform Delay, d1 51.1 33.8 63.4 44.7 4.9 63.8 24.5
Progression Factor 1.00 1.00 1.00 1.10 0.62 0.94 0.60
Incremental Delay, d2 0.9 0.1 3.5 0.5 0.1 4.4 2.3
Delay (s) 52.0 33.8 66.9 49.7 3.1 64.4 17.0
Level of Service D C E D A E B
Approach Delay (s) 36.5 66.9 18.8 17.1
Approach LOS D E B B
Intersection Summary
HCM 2000 Control Delay 20.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 72.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 8 143 0 407 0 783 361 459 1327 13 Future Volume (vph) 0 0 8 143 0 407 0 783 361 459 1327 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.88 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1285 3467 2814 5307 1652 3367 5127
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1285 3467 2814 5307 1652 3367 5127
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 9 159 0 451 0 868 400 509 1471 14
RTOR Reduction (vph) 0 0 9 0 0 393 0 0 180 0 1 0
Lane Group Flow (vph) 0 0 0 159 0 58 0 868 220 509 1484 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 4% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 1.1 10.5 16.8 71.5 71.5 26.3 103.5 Effective Green, g (s) 1.1 10.5 16.8 71.5 71.5 26.3 103.5 Actuated g/C Ratio 0.01 0.08 0.13 0.55 0.55 0.20 0.80
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 10 280 363 2918 908 681 4081
v/s Ratio Prot c0.05 c0.02 0.16 c0.15 c0.29
v/s Ratio Perm 0.00 0.13
v/c Ratio 0.01 0.57 0.16 0.30 0.24 0.75 0.36
Uniform Delay, d1 63.9 57.6 50.3 15.7 15.2 48.7 3.8
Progression Factor 1.00 1.00 1.00 0.88 0.94 0.79 1.55
Incremental Delay, d2 0.3 2.6 0.2 0.2 0.5 4.9 0.2
Delay (s) 64.2 60.2 50.5 14.0 14.8 43.6 6.1
Level of Service E E D B B D A
Approach Delay (s) 64.2 53.1 14.3 15.7
Approach LOS E D B B
Intersection Summary
HCM 2000 Control Delay 21.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 52: Brokaw Rd & Costco 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 3 54 16 309 552 9
Future Volume (Veh/h) 3 54 16 309 552 9
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Hourly flow rate (vph) 3 59 18 339 605 10
Pedestrians 1 3
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 360 86 22
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 360 86 22
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 34 99
cM capacity (veh/h) 1195 913 1054
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 62 18 339 615
Volume Left 3 0 0 605
Volume Right 0 0 339 10
cSH 1195 1700 1700 915
Volume to Capacity 0.00 0.01 0.20 0.67
Queue Length 95th (ft) 0 0 0 135
Control Delay (s) 0.4 0.0 0.0 16.6
Lane LOS A C
Approach Delay (s) 0.4 0.0 16.6
Approach LOS C
Intersection Summary
Average Delay 9.9
Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B PM 2: Coleman Ave & Brokaw Rd 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 247 13 377 157 28 12 254 464 44 10 1282 50 Future Volume (veh/h) 247 13 377 157 28 12 254 464 44 10 1282 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 1900 1900 1870 1885 1885 1885 1841 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 265 14 405 169 30 13 273 498 0 11 1376 0 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, % 0 0 2 1 1 1 4 2 2 1 1 1
Cap, veh/h 248 15 427 195 298 129 177 2221 18 1233
Arrive On Green 0.14 0.27 0.27 0.11 0.24 0.24 0.10 0.43 0.00 0.01 0.34 0.00 Sat Flow, veh/h 1810 54 1558 1795 1245 540 1753 5274 0 1795 3582 1598 Grp Volume(v), veh/h 265 0 419 169 0 43 273 498 0 11 1376 0 Grp Sat Flow(s),veh/h/ln 1810 0 1612 1795 0 1785 1753 1702 0 1795 1791 1598 Q Serve(g_s), s 17.8 0.0 33.2 12.0 0.0 2.4 13.1 7.9 0.0 0.8 44.8 0.0 Cycle Q Clear(g_c), s 17.8 0.0 33.2 12.0 0.0 2.4 13.1 7.9 0.0 0.8 44.8 0.0 Prop In Lane 1.00 0.97 1.00 0.30 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 248 0 441 195 0 428 177 2221 18 1233 V/C Ratio(X) 1.07 0.00 0.95 0.87 0.00 0.10 1.55 0.22 0.61 1.12 Avail Cap(c_a), veh/h 248 0 469 257 0 519 177 2221 126 1233 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.99 0.99 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 56.1 0.0 46.3 57.0 0.0 38.5 58.5 23.0 0.0 64.1 42.6 0.0 Incr Delay (d2), s/veh 76.8 0.0 27.7 17.2 0.0 0.0 271.3 0.2 0.0 11.6 63.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.5 0.0 16.7 6.4 0.0 1.1 19.0 3.2 0.0 0.4 30.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 132.9 0.0 74.0 74.2 0.0 38.6 329.7 23.2 0.0 75.7 106.3 0.0 LnGrp LOS F A E E A D F C E F
Approach Vol, veh/h 684 212 771 1387
Approach Delay, s/veh 96.8 66.9 131.8 106.1
Approach LOS F E F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.2 62.4 19.5 41.8 18.0 50.7 24.0 37.3 Change Period (Y+Rc), s 4.9 5.9 5.4 6.2 4.9 5.9 6.2 6.2 Max Green Setting (Gmax), s 9.1 42.1 18.6 37.8 13.1 38.1 17.8 37.8 Max Q Clear Time (g_c+I1), s 2.8 9.9 14.0 35.2 15.1 46.8 19.8 4.4 Green Ext Time (p_c), s 0.0 4.6 0.1 0.3 0.0 0.0 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 107.8
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B PM 3: Coleman Ave & Champions Wy 03/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 9 767 1923 6
Future Volume (veh/h) 5 5 9 767 1923 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1841 1885 1885
Adj Flow Rate, veh/h 5 5 10 824 2065 6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 0 0 3 4 1 1
Cap, veh/h 30 53 29 4545 3093 9
Arrive On Green 0.02 0.02 0.03 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5191 3758 11
Grp Volume(v), veh/h 5 5 10 824 1009 1062
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1675 1791 1883
Q Serve(g_s), s 0.4 0.4 0.7 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.4 0.4 0.7 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 30 53 29 4545 1512 1590
V/C Ratio(X) 0.17 0.10 0.35 0.18 0.67 0.67
Avail Cap(c_a), veh/h 145 155 126 4545 1512 1590
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.09 0.09
Uniform Delay (d), s/veh 63.1 61.0 62.2 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.8 1.1 9.9 0.1 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.2 0.4 0.0 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 62.1 72.1 0.1 0.2 0.2
LnGrp LOS E E E A A A
Approach Vol, veh/h 10 834 2071
Approach Delay, s/veh 64.5 1.0 0.2
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.8 115.5 123.3 6.7
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 9.3 94.3 109.3 10.4
Max Q Clear Time (g_c+I1), s 2.7 2.0 2.0 2.4
Green Ext Time (p_c), s 0.0 87.4 25.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.6
HCM 6th LOS A
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B PM 13: Coleman Ave & Airport Blvd 03/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 90 961 269 87 1450
Future Volume (veh/h) 87 90 961 269 87 1450
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1826 1870 1885 1856
Adj Flow Rate, veh/h 96 100 1065 0 96 1608
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 6 6 5 2 1 3
Cap, veh/h 286 196 4600 147 4165
Arrive On Green 0.09 0.09 0.24 0.00 0.04 0.82
Sat Flow, veh/h 3346 1535 6537 1585 3483 5233
Grp Volume(v), veh/h 96 100 1065 0 96 1608
Grp Sat Flow(s),veh/h/ln 1673 1535 1570 1585 1742 1689
Q Serve(g_s), s 3.5 7.9 17.7 0.0 3.5 10.7
Cycle Q Clear(g_c), s 3.5 7.9 17.7 0.0 3.5 10.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 286 196 4600 147 4165
V/C Ratio(X) 0.34 0.51 0.23 0.65 0.39
Avail Cap(c_a), veh/h 1125 581 4600 316 4165
HCM Platoon Ratio 1.00 1.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.93 0.00 1.00 1.00
Uniform Delay (d), s/veh 56.0 52.9 19.9 0.0 61.3 3.0
Incr Delay (d2), s/veh 1.0 2.9 0.1 0.0 4.9 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 6.9 7.4 0.0 1.6 2.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.9 55.8 20.0 0.0 66.2 3.3
LnGrp LOS E E C E A
Approach Vol, veh/h 196 1065 1704
Approach Delay, s/veh 56.4 20.0 6.8
Approach LOS E C A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 112.6 17.4 11.7 100.9
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 74.3 43.7 11.8 56.3
Max Q Clear Time (g_c+I1), s 12.7 9.9 5.5 19.7
Green Ext Time (p_c), s 52.8 1.2 0.1 23.0
Intersection Summary
HCM 6th Ctrl Delay 14.8
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B PM 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 292 928 0 0 1544
Future Volume (veh/h) 329 292 928 0 0 1544
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1693 1870 0 0 1856
Adj Flow Rate, veh/h 350 310 986 0 0 1640
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 4 14 2 0 0 3
Cap, veh/h 521 220 3900 0 0 3869
Arrive On Green 0.15 0.15 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3401 1434 5443 0 0 5400
Grp Volume(v), veh/h 350 310 986 0 0 1640
Grp Sat Flow(s),veh/h/ln 1700 1434 1702 0 0 1689
Q Serve(g_s), s 12.6 19.9 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 12.6 19.9 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 521 220 3900 0 0 3869
V/C Ratio(X) 0.67 1.41 0.25 0.00 0.00 0.42
Avail Cap(c_a), veh/h 521 220 3900 0 0 3869
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.93
Uniform Delay (d), s/veh 52.0 55.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.8 210.1 0.2 0.0 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.6 19.9 0.1 0.0 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.8 265.2 0.2 0.0 0.0 0.3
LnGrp LOS E F A A A A
Approach Vol, veh/h 660 986 1640
Approach Delay, s/veh 154.1 0.2 0.3
Approach LOS F A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 105.0 25.0 105.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 99.3 19.9 99.3
Max Q Clear Time (g_c+I1), s 2.0 21.9 2.0
Green Ext Time (p_c), s 70.9 0.0 32.8
Intersection Summary
HCM 6th Ctrl Delay 31.2
HCM 6th LOS C
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B PM 17: Coleman Ave & Hedding St 03/30/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 143 347 123 73 272 369 81 668 52 213 1145 124 Future Volume (veh/h) 143 347 123 73 272 369 81 668 52 213 1145 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1885 1885 1885 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 160 389 138 82 305 0 91 749 58 239 1283 0 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, % 1 1 1 1 1 1 2 2 2 2 2 2
Cap, veh/h 221 521 182 103 701 151 1633 126 297 2530
Arrive On Green 0.06 0.20 0.20 0.06 0.20 0.00 0.08 0.49 0.49 0.17 0.99 0.00 Sat Flow, veh/h 3483 2587 905 1795 3676 0 1781 3341 259 3456 5274 0 Grp Volume(v), veh/h 160 268 259 82 305 0 91 398 409 239 1283 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1701 1795 1791 0 1781 1777 1823 1728 1702 0 Q Serve(g_s), s 5.9 18.2 18.7 5.9 9.7 0.0 6.4 19.2 19.2 8.6 0.6 0.0 Cycle Q Clear(g_c), s 5.9 18.2 18.7 5.9 9.7 0.0 6.4 19.2 19.2 8.6 0.6 0.0 Prop In Lane 1.00 0.53 1.00 0.00 1.00 0.14 1.00 0.00
Lane Grp Cap(c), veh/h 221 361 343 103 701 151 869 891 297 2530 V/C Ratio(X) 0.72 0.74 0.76 0.79 0.44 0.60 0.46 0.46 0.80 0.51 Avail Cap(c_a), veh/h 506 522 496 137 796 151 869 891 486 2530 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.94 0.94 0.00 Uniform Delay (d), s/veh 59.8 48.7 48.9 60.5 46.0 0.0 57.4 21.9 21.9 52.8 0.3 0.0 Incr Delay (d2), s/veh 4.5 3.3 4.0 20.4 0.4 0.0 16.6 1.7 1.7 4.8 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 8.4 8.3 3.2 4.4 0.0 3.5 8.2 8.4 3.6 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.2 52.0 52.9 80.9 46.4 0.0 74.0 23.6 23.6 57.6 1.0 0.0 LnGrp LOS E D D F D E C C E A
Approach Vol, veh/h 687 387 898 1522
Approach Delay, s/veh 55.2 53.7 28.7 9.9
Approach LOS E D C A
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.0 70.1 13.3 30.5 16.9 69.2 12.6 31.3 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 11.0 50.3 18.9 28.9 18.3 42.3 9.9 37.9 Max Q Clear Time (g_c+I1), s 8.4 2.6 7.9 11.7 10.6 21.2 7.9 20.7 Green Ext Time (p_c), s 0.0 28.8 0.4 1.1 0.5 10.7 0.0 5.1 Intersection Summary
HCM 6th Ctrl Delay 28.5
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 7: Coleman Ave & Aviation Ave 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 17 0 12 40 0 10 3 684 15 49 14 1819 Future Volume (vph) 17 0 12 40 0 10 3 684 15 49 14 1819 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1665 2760 1757 1583 3433 3471 1548 1787 5135 Flt Permitted 0.95 0.75 1.00 0.48 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1665 1315 2760 891 1583 3433 3471 1548 1787 5135 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 19 0 13 44 0 11 3 758 17 54 16 2017
RTOR Reduction (vph) 0 0 0 0 10 0 0 0 6 0 0 0
Lane Group Flow (vph) 9 10 13 44 1 0 3 758 11 0 70 2019 Confl. Peds. (#/hr) 3 3 1 1
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 2% 4% 2% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
Permitted Phases 3 7 6
Actuated Green, G (s) 6.2 6.2 4.1 8.3 6.2 1.4 87.5 87.5 9.5 95.6 Effective Green, g (s) 6.2 6.2 4.1 8.3 6.2 1.4 87.5 87.5 9.5 95.6 Actuated g/C Ratio 0.05 0.05 0.03 0.06 0.05 0.01 0.67 0.67 0.07 0.74 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 79 62 87 56 75 36 2336 1041 130 3776 v/s Ratio Prot 0.01 0.00 0.00 0.00 0.22 c0.04 c0.39
v/s Ratio Perm c0.01 c0.05 0.01
v/c Ratio 0.11 0.16 0.15 0.79 0.01 0.08 0.32 0.01 0.54 0.53 Uniform Delay, d1 59.3 59.4 61.3 60.0 59.0 63.7 8.9 7.0 58.1 7.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.20 0.85 1.00 1.05 0.75 Incremental Delay, d2 0.9 1.7 0.8 52.7 0.1 1.3 0.4 0.0 3.7 0.4 Delay (s) 60.1 61.1 62.1 112.7 59.0 77.5 8.0 7.0 64.6 6.0 Level of Service E E E F E E A A E A
Approach Delay (s) 61.2 102.0 8.2 8.0
Approach LOS E F A A
Intersection Summary
HCM 2000 Control Delay 10.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 7: Coleman Ave & Aviation Ave 03/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 2
Future Volume (vph) 2
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 102%
Adj. Flow (vph) 2
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 8: Coleman Ave & Earthquakes Wy 03/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 709 1868 5
Future Volume (vph) 10 85 8 20 709 1868 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.88 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3176 1455 3400 4988 5083
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3176 1455 3400 4988 5083
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 11 93 9 22 778 2049 5
RTOR Reduction (vph) 42 41 0 0 0 0 0
Lane Group Flow (vph) 16 5 0 31 778 2054 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1% 1% 3% 3% 4% 2% 1%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 13.0 13.0 4.7 106.7 96.3
Effective Green, g (s) 13.0 13.0 4.7 106.7 96.3
Actuated g/C Ratio 0.10 0.10 0.04 0.82 0.74
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 317 145 122 4093 3765
v/s Ratio Prot c0.00 0.01 c0.16 c0.40
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.03 0.25 0.19 0.55
Uniform Delay, d1 52.9 52.8 60.9 2.5 7.3
Progression Factor 1.00 1.00 0.97 0.47 1.04
Incremental Delay, d2 0.1 0.1 1.3 0.1 0.5
Delay (s) 53.0 52.9 60.5 1.3 8.1
Level of Service D D E A A
Approach Delay (s) 53.0 3.5 8.1
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 8.5 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 61 0 375 2 0 0 355 679 1 3 1860 144 Future Volume (vph) 61 0 375 2 0 0 355 679 1 3 1860 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2632 1203 3273 4987 1787 5075
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2632 1267 3273 4987 1787 5075
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 66 0 407 2 0 0 385 737 1 3 2018 156
RTOR Reduction (vph) 0 0 262 0 0 0 0 0 0 0 5 0
Lane Group Flow (vph) 0 66 145 2 0 0 385 738 0 3 2169 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 8% 50% 50% 50% 7% 4% 2% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 17.1 46.7 1.7 31.3 96.9 1.3 66.2
Effective Green, g (s) 17.1 41.7 1.7 31.3 96.9 1.3 66.2 Actuated g/C Ratio 0.13 0.32 0.01 0.24 0.75 0.01 0.51
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 235 844 16 788 3717 17 2584
v/s Ratio Prot 0.06 c0.12 0.15 0.00 c0.43
v/s Ratio Perm c0.04 0.00
v/c Ratio 0.28 0.17 0.12 0.49 0.20 0.18 0.84
Uniform Delay, d1 50.9 31.7 63.4 42.5 4.9 63.8 27.3
Progression Factor 1.00 1.00 1.00 1.14 0.61 0.94 0.60
Incremental Delay, d2 0.9 0.1 3.5 0.5 0.1 4.4 3.1
Delay (s) 51.8 31.8 66.9 48.8 3.1 64.4 19.5
Level of Service D C E D A E B
Approach Delay (s) 34.6 66.9 18.8 19.6
Approach LOS C E B B
Intersection Summary
HCM 2000 Control Delay 21.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 8 143 0 407 0 783 361 479 1327 13 Future Volume (vph) 0 0 8 143 0 407 0 783 361 479 1327 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.88 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1285 3467 2814 5307 1652 3242 5127
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1285 3467 2814 5307 1652 3242 5127
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 9 159 0 451 0 868 400 531 1471 14
RTOR Reduction (vph) 0 0 9 0 0 393 0 0 185 0 1 0
Lane Group Flow (vph) 0 0 0 159 0 58 0 868 215 531 1484 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 8% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 1.1 10.5 16.8 69.8 69.8 28.0 103.5 Effective Green, g (s) 1.1 10.5 16.8 69.8 69.8 28.0 103.5 Actuated g/C Ratio 0.01 0.08 0.13 0.54 0.54 0.22 0.80
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 10 280 363 2849 886 698 4081
v/s Ratio Prot c0.05 c0.02 0.16 c0.16 c0.29
v/s Ratio Perm 0.00 0.13
v/c Ratio 0.01 0.57 0.16 0.30 0.24 0.76 0.36
Uniform Delay, d1 63.9 57.6 50.3 16.7 16.0 47.9 3.8
Progression Factor 1.00 1.00 1.00 0.86 0.92 0.81 1.34
Incremental Delay, d2 0.3 2.6 0.2 0.2 0.5 5.3 0.2
Delay (s) 64.2 60.2 50.5 14.6 15.3 44.2 5.3
Level of Service E E D B B D A
Approach Delay (s) 64.2 53.1 14.8 15.6
Approach LOS E D B B
Intersection Summary
HCM 2000 Control Delay 21.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 52: Brokaw Rd & Costco 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 3 59 21 309 552 9
Future Volume (Veh/h) 3 59 21 309 552 9
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Hourly flow rate (vph) 3 65 23 339 605 10
Pedestrians 1 3
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 365 97 27
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 365 97 27
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 33 99
cM capacity (veh/h) 1190 900 1047
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 68 23 339 615
Volume Left 3 0 0 605
Volume Right 0 0 339 10
cSH 1190 1700 1700 902
Volume to Capacity 0.00 0.01 0.20 0.68
Queue Length 95th (ft) 0 0 0 139
Control Delay (s) 0.4 0.0 0.0 17.1
Lane LOS A C
Approach Delay (s) 0.4 0.0 17.1
Approach LOS C
Intersection Summary
Average Delay 10.1
Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background PM 3: Coleman Ave & Champions Wy 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 80 5 317 892 2000 6
Future Volume (veh/h) 80 5 317 892 2000 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1870 1885 1885
Adj Flow Rate, veh/h 90 6 358 1008 2261 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 3 2 1 1
Cap, veh/h 114 452 385 4380 3157 10
Arrive On Green 0.06 0.06 0.44 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5274 5467 16
Grp Volume(v), veh/h 90 6 358 1008 1464 804
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1702 1716 1882
Q Serve(g_s), s 6.4 0.3 25.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.4 0.3 25.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 114 452 385 4380 2045 1122
V/C Ratio(X) 0.79 0.01 0.93 0.23 0.72 0.72
Avail Cap(c_a), veh/h 145 480 493 4380 2045 1122
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.25 0.25
Uniform Delay (d), s/veh 60.1 33.7 35.7 0.0 0.0 0.0
Incr Delay (d2), s/veh 22.9 0.0 22.4 0.1 0.6 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.7 0.1 10.6 0.0 0.2 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.0 33.8 58.1 0.1 0.6 1.0
LnGrp LOS F C E A A A
Approach Vol, veh/h 96 1366 2268
Approach Delay, s/veh 79.9 15.3 0.7
Approach LOS E B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 34.0 83.2 117.2 12.8
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 36.3 67.3 109.3 10.4
Max Q Clear Time (g_c+I1), s 27.0 2.0 2.0 8.4
Green Ext Time (p_c), s 1.4 62.3 34.9 0.1
Intersection Summary
HCM 6th Ctrl Delay 8.1
HCM 6th LOS A
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background PM 13: Coleman Ave & Airport Blvd 03/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 106 1286 269 112 1600
Future Volume (veh/h) 87 106 1286 269 112 1600
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1885 1870 1885 1885
Adj Flow Rate, veh/h 98 120 1454 0 127 1809
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 6 6 1 2 1 1
Cap, veh/h 328 231 4603 182 4168
Arrive On Green 0.10 0.10 1.00 0.00 0.05 0.81
Sat Flow, veh/h 3346 1535 6749 1585 3483 5316
Grp Volume(v), veh/h 98 120 1454 0 127 1809
Grp Sat Flow(s),veh/h/ln 1673 1535 1621 1585 1742 1716
Q Serve(g_s), s 3.5 9.4 0.0 0.0 4.7 13.4
Cycle Q Clear(g_c), s 3.5 9.4 0.0 0.0 4.7 13.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 328 231 4603 182 4168
V/C Ratio(X) 0.30 0.52 0.32 0.70 0.43
Avail Cap(c_a), veh/h 1125 596 4603 370 4168
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.84 0.00 1.00 1.00
Uniform Delay (d), s/veh 54.5 50.9 0.0 0.0 60.6 3.6
Incr Delay (d2), s/veh 0.7 2.6 0.2 0.0 4.7 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 8.2 0.0 0.0 2.2 3.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.2 53.5 0.2 0.0 65.3 4.0
LnGrp LOS E D A E A
Approach Vol, veh/h 218 1454 1936
Approach Delay, s/veh 54.3 0.2 8.0
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 111.0 19.0 13.0 98.0
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 74.3 43.7 13.8 54.3
Max Q Clear Time (g_c+I1), s 15.4 11.4 6.7 2.0
Green Ext Time (p_c), s 54.0 1.4 0.2 39.5
Intersection Summary
HCM 6th Ctrl Delay 7.6
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background PM 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 360 1186 0 0 1694
Future Volume (veh/h) 329 360 1186 0 0 1694
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1856 1870 0 0 1885
Adj Flow Rate, veh/h 372 407 1341 0 0 1915
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 3 2 0 0 1
Cap, veh/h 1011 468 3163 0 0 3188
Arrive On Green 0.30 0.30 0.82 0.00 0.00 1.00
Sat Flow, veh/h 3401 1572 5443 0 0 5486
Grp Volume(v), veh/h 372 407 1341 0 0 1915
Grp Sat Flow(s),veh/h/ln 1700 1572 1702 0 0 1716
Q Serve(g_s), s 11.2 31.9 9.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 11.2 31.9 9.2 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1011 468 3163 0 0 3188
V/C Ratio(X) 0.37 0.87 0.42 0.00 0.00 0.60
Avail Cap(c_a), veh/h 1332 616 3163 0 0 3188
HCM Platoon Ratio 1.00 1.00 1.33 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.91
Uniform Delay (d), s/veh 36.0 43.3 5.2 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.3 11.5 0.4 0.0 0.0 0.8
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 13.7 2.6 0.0 0.0 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.3 54.8 5.6 0.0 0.0 0.8
LnGrp LOS D D A A A A
Approach Vol, veh/h 779 1341 1915
Approach Delay, s/veh 46.0 5.6 0.8
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 86.2 43.8 86.2
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 68.3 50.9 68.3
Max Q Clear Time (g_c+I1), s 2.0 33.9 11.2
Green Ext Time (p_c), s 59.0 4.8 39.0
Intersection Summary
HCM 6th Ctrl Delay 11.1
HCM 6th LOS B
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background PM 17: Coleman Ave & Hedding St 03/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 155 347 123 73 272 382 81 796 52 225 1235 134 Future Volume (veh/h) 155 347 123 73 272 382 81 796 52 225 1235 134 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1885 1885 1885 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 175 392 139 83 307 0 92 900 59 254 1396 0 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, % 1 1 1 1 1 1 2 2 2 2 2 2
Cap, veh/h 230 510 178 105 678 178 1648 108 316 2470
Arrive On Green 0.07 0.20 0.20 0.06 0.19 0.00 0.10 0.49 0.49 0.03 0.16 0.00 Sat Flow, veh/h 3483 2587 904 1795 3676 0 1781 3385 222 3456 5274 0 Grp Volume(v), veh/h 175 270 261 83 307 0 92 472 487 254 1396 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1700 1795 1791 0 1781 1777 1830 1728 1702 0 Q Serve(g_s), s 6.4 18.5 19.0 5.9 9.9 0.0 6.4 24.2 24.2 9.5 32.8 0.0 Cycle Q Clear(g_c), s 6.4 18.5 19.0 5.9 9.9 0.0 6.4 24.2 24.2 9.5 32.8 0.0 Prop In Lane 1.00 0.53 1.00 0.00 1.00 0.12 1.00 0.00
Lane Grp Cap(c), veh/h 230 353 335 105 678 178 865 891 316 2470 V/C Ratio(X) 0.76 0.76 0.78 0.79 0.45 0.52 0.55 0.55 0.80 0.57 Avail Cap(c_a), veh/h 316 453 430 177 934 178 865 891 428 2470 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 59.7 49.3 49.5 60.4 46.7 0.0 55.5 23.3 23.3 61.9 42.0 0.0 Incr Delay (d2), s/veh 7.0 5.7 6.9 12.3 0.5 0.0 10.3 2.5 2.4 7.2 0.9 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 3.0 8.8 8.6 3.0 4.4 0.0 3.3 10.4 10.7 4.7 15.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.7 55.1 56.4 72.7 47.2 0.0 65.8 25.8 25.7 69.1 42.9 0.0 LnGrp LOS E E E E D E C C E D
Approach Vol, veh/h 706 390 1051 1650
Approach Delay, s/veh 58.4 52.6 29.3 46.9
Approach LOS E D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 68.6 13.7 29.7 17.6 69.0 12.7 30.7 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 13.0 50.4 11.8 33.9 16.1 46.6 12.8 32.9 Max Q Clear Time (g_c+I1), s 8.4 34.8 8.4 11.9 11.5 26.2 7.9 21.0 Green Ext Time (p_c), s 0.1 13.0 0.2 1.2 0.4 12.4 0.1 4.1 Intersection Summary
HCM 6th Ctrl Delay 44.7
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background PM 52: Private Dr/Costco & Brokaw Rd 03/30/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 87 0 163 82 309 0 0 74 477 30 9 Future Volume (veh/h) 3 87 0 163 82 309 0 0 74 477 30 9 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 1885 1870 1870 1885 1885 1870 1870 1870 1885 1870 1885 Adj Flow Rate, veh/h 3 98 0 184 93 349 0 0 84 539 34 10 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 1 2 2 1 1 2 2 2 1 2 1
Cap, veh/h 267 889 0 629 163 613 0 0 105 591 37 11
Arrive On Green 0.47 0.47 0.00 0.16 0.16 0.16 0.00 0.00 0.07 0.36 0.36 0.36 Sat Flow, veh/h 947 1885 0 1295 346 1300 0 0 1585 1648 104 31 Grp Volume(v), veh/h 3 98 0 184 0 442 0 0 84 583 0 0
Grp Sat Flow(s),veh/h/ln 947 1885 0 1295 0 1646 0 0 1585 1782 0 0 Q Serve(g_s), s 0.3 3.8 0.0 16.6 0.0 32.3 0.0 0.0 6.8 40.5 0.0 0.0 Cycle Q Clear(g_c), s 32.7 3.8 0.0 20.3 0.0 32.3 0.0 0.0 6.8 40.5 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.79 0.00 1.00 0.92 0.02
Lane Grp Cap(c), veh/h 267 889 0 629 0 777 0 0 105 639 0 0 V/C Ratio(X) 0.01 0.11 0.00 0.29 0.00 0.57 0.00 0.00 0.80 0.91 0.00 0.00 Avail Cap(c_a), veh/h 267 889 0 629 0 777 0 0 223 832 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.76 0.00 0.76 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 39.4 19.1 0.0 39.3 0.0 42.6 0.0 0.0 59.9 39.8 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.3 0.0 0.9 0.0 2.3 0.0 0.0 13.2 12.0 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 0.1 1.8 0.0 5.9 0.0 14.9 0.0 0.0 3.1 19.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.4 19.4 0.0 40.1 0.0 44.9 0.0 0.0 73.1 51.7 0.0 0.0 LnGrp LOS D B A D A D A A E D A A
Approach Vol, veh/h 101 626 84 583
Approach Delay, s/veh 20.0 43.5 73.1 51.7
Approach LOS B D E D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 65.8 51.1 65.8 13.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 37.5 60.7 37.5 18.3
Max Q Clear Time (g_c+I1), s 34.7 42.5 34.3 8.8
Green Ext Time (p_c), s 0.1 4.0 1.2 0.2
Intersection Summary
HCM 6th Ctrl Delay 47.0
HCM 6th LOS D
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 2: Coleman Ave & Brokaw Rd 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 264 13 350 157 28 12 287 639 44 10 1410 218 Future Volume (vph) 264 13 350 157 28 12 287 639 44 10 1410 218 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1715 1727 1615 1698 1727 1599 1770 5027 1787 5136 1548 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1715 1727 1615 1698 1727 1599 1770 5027 1787 5136 1548 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 298 15 396 177 32 14 324 722 50 11 1594 246 RTOR Reduction (vph) 0 0 40 0 0 13 0 4 0 0 0 129
Lane Group Flow (vph) 155 158 356 104 105 1 324 768 0 11 1594 117 Confl. Peds. (#/hr) 4 3 3 4 4 2 2 4
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 2% 2% 2% 1% 1% 1%
Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 23.9 23.9 62.0 12.9 12.9 12.9 31.9 67.5 2.5 38.1 38.1 Effective Green, g (s) 23.9 23.9 62.0 12.9 12.9 12.9 31.9 67.5 2.5 38.1 38.1 Actuated g/C Ratio 0.18 0.18 0.48 0.10 0.10 0.10 0.25 0.52 0.02 0.29 0.29 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 315 317 770 168 171 158 434 2610 34 1505 453 v/s Ratio Prot 0.09 0.09 c0.22 c0.06 0.06 0.00 c0.18 0.15 0.01 c0.31 v/s Ratio Perm 0.08
v/c Ratio 0.49 0.50 0.46 0.62 0.61 0.01 0.75 0.29 0.32 1.06 0.26 Uniform Delay, d1 47.6 47.7 22.8 56.2 56.2 52.8 45.3 17.7 62.9 46.0 35.2 Progression Factor 0.55 0.55 0.46 1.00 1.00 1.00 0.67 1.40 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.4 0.1 4.7 4.5 0.0 6.4 0.3 2.0 40.6 1.4 Delay (s) 26.5 26.5 10.5 60.9 60.7 52.8 36.9 25.0 64.9 86.6 36.5 Level of Service C C B E E D D C E F D
Approach Delay (s) 17.6 60.3 28.5 79.8
Approach LOS B E C E
Intersection Summary
HCM 2000 Control Delay 52.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 75.5% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 7: Coleman Ave & Aviation Ave 03/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 128 0 238 40 0 10 50 1005 15 49 14 1872 Future Volume (vph) 128 0 238 40 0 10 50 1005 15 49 14 1872 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1665 2760 1762 1583 3433 3539 1548 1787 5125 Flt Permitted 0.95 0.75 1.00 0.47 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1665 1315 2760 863 1583 3433 3539 1548 1787 5125 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 145 0 269 45 0 11 57 1136 17 55 16 2116 RTOR Reduction (vph) 0 0 0 0 11 0 0 0 9 0 0 1
Lane Group Flow (vph) 72 73 269 45 0 0 57 1136 8 0 71 2143 Confl. Peds. (#/hr) 3 3 1 1
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 2% 2% 2% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
Permitted Phases 3 7 6
Actuated Green, G (s) 36.0 36.0 18.7 19.3 2.0 4.5 63.5 63.5 7.9 66.9 Effective Green, g (s) 36.0 36.0 18.7 19.3 2.0 4.5 63.5 63.5 7.9 66.9 Actuated g/C Ratio 0.28 0.28 0.14 0.15 0.02 0.03 0.49 0.49 0.06 0.51 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 461 364 397 128 24 118 1728 756 108 2637 v/s Ratio Prot 0.04 c0.10 0.00 0.02 0.32 c0.04 c0.42
v/s Ratio Perm 0.06 c0.05 0.01
v/c Ratio 0.16 0.20 0.68 0.35 0.01 0.48 0.66 0.01 0.66 0.81 Uniform Delay, d1 35.5 36.0 52.8 49.7 63.0 61.6 25.1 17.1 59.7 26.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.14 0.70 1.00 1.34 0.35 Incremental Delay, d2 0.2 0.4 4.5 2.3 0.2 4.1 1.9 0.0 8.6 1.7 Delay (s) 35.7 36.4 57.3 52.0 63.2 74.0 19.5 17.1 88.9 11.0 Level of Service D D E D E E B B F B
Approach Delay (s) 49.9 54.2 22.0 13.5
Approach LOS D D C B
Intersection Summary
HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 67.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 7: Coleman Ave & Aviation Ave 03/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 25
Future Volume (vph) 25
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 104%
Adj. Flow (vph) 28
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 8: Coleman Ave & Earthquakes Wy 03/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 1077 2148 5
Future Volume (vph) 10 85 8 20 1077 2148 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.88 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3175 1455 3400 5085 5134
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3175 1455 3400 5085 5134
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 11 96 9 23 1217 2428 6
RTOR Reduction (vph) 43 43 0 0 0 0 0
Lane Group Flow (vph) 16 5 0 32 1217 2434 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1% 1% 3% 3% 2% 1% 1%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 13.0 13.0 4.1 106.7 96.9
Effective Green, g (s) 13.0 13.0 4.1 106.7 96.9
Actuated g/C Ratio 0.10 0.10 0.03 0.82 0.75
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 317 145 107 4173 3826
v/s Ratio Prot c0.00 0.01 c0.24 c0.47
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.03 0.30 0.29 0.64
Uniform Delay, d1 52.9 52.8 61.5 2.7 8.0
Progression Factor 1.00 1.00 1.21 0.42 0.16
Incremental Delay, d2 0.1 0.1 1.8 0.2 0.5
Delay (s) 53.0 53.0 76.3 1.3 1.8
Level of Service D D E A A
Approach Delay (s) 53.0 3.2 1.8
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 3.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 61 0 350 2 0 0 330 1047 1 3 2140 144 Future Volume (vph) 61 0 350 2 0 0 330 1047 1 3 2140 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2814 1203 3433 5135 1787 5082
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2814 1267 3433 5135 1787 5082
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 69 0 396 2 0 0 373 1184 1 3 2419 163
RTOR Reduction (vph) 0 0 270 0 0 0 0 0 0 0 4 0
Lane Group Flow (vph) 0 69 126 2 0 0 373 1185 0 3 2578 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 1% 50% 50% 50% 2% 1% 2% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 17.2 43.9 1.7 28.4 96.8 1.3 69.0
Effective Green, g (s) 17.2 38.9 1.7 28.4 96.8 1.3 69.0 Actuated g/C Ratio 0.13 0.30 0.01 0.22 0.74 0.01 0.53
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 236 842 16 749 3823 17 2697
v/s Ratio Prot 0.04 c0.11 0.23 0.00 c0.51
v/s Ratio Perm c0.04 0.00
v/c Ratio 0.29 0.15 0.12 0.50 0.31 0.18 0.96
Uniform Delay, d1 50.9 33.4 63.4 44.5 5.5 63.8 29.1
Progression Factor 1.00 1.00 1.00 1.08 0.39 1.20 0.26
Incremental Delay, d2 0.9 0.1 3.5 0.5 0.2 4.1 8.4
Delay (s) 51.8 33.5 66.9 48.8 2.3 80.4 15.9
Level of Service D C E D A F B
Approach Delay (s) 36.2 66.9 13.5 16.0
Approach LOS D E B B
Intersection Summary
HCM 2000 Control Delay 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 PM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 8 143 0 511 0 938 361 518 1438 13 Future Volume (vph) 0 0 8 143 0 511 0 938 361 518 1438 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.88 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1285 3467 2814 5307 1652 3467 5127
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1285 3467 2814 5307 1652 3467 5127
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 0 0 9 162 0 578 0 1060 408 586 1626 15
RTOR Reduction (vph) 0 0 9 0 0 499 0 0 157 0 0 0
Lane Group Flow (vph) 0 0 0 162 0 79 0 1060 251 586 1641 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 1.1 11.4 17.7 66.9 66.9 30.0 102.6 Effective Green, g (s) 1.1 11.4 17.7 66.9 66.9 30.0 102.6 Actuated g/C Ratio 0.01 0.09 0.14 0.51 0.51 0.23 0.79
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 10 304 383 2731 850 800 4046
v/s Ratio Prot c0.05 c0.03 0.20 c0.17 c0.32
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.53 0.21 0.39 0.29 0.73 0.41
Uniform Delay, d1 63.9 56.8 49.9 19.1 18.1 46.3 4.2
Progression Factor 1.00 1.00 1.00 0.99 2.14 0.95 0.90
Incremental Delay, d2 0.3 1.8 0.3 0.3 0.7 3.6 0.3
Delay (s) 64.2 58.5 50.2 19.3 39.3 47.5 4.1
Level of Service E E D B D D A
Approach Delay (s) 64.2 52.0 24.9 15.5
Approach LOS E D C B
Intersection Summary
HCM 2000 Control Delay 24.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B PM 3: Coleman Ave & Champions Wy 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 80 5 317 896 2004 6
Future Volume (veh/h) 80 5 317 896 2004 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1856 1885 1885
Adj Flow Rate, veh/h 90 6 358 1013 2265 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 3 3 1 1
Cap, veh/h 114 457 391 4346 3140 10
Arrive On Green 0.06 0.06 0.29 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5233 5467 16
Grp Volume(v), veh/h 90 6 358 1013 1467 805
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1689 1716 1882
Q Serve(g_s), s 6.4 0.3 25.4 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.4 0.3 25.4 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 114 457 391 4346 2034 1116
V/C Ratio(X) 0.79 0.01 0.92 0.23 0.72 0.72
Avail Cap(c_a), veh/h 145 485 493 4346 2034 1116
HCM Platoon Ratio 1.00 1.00 1.33 1.33 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.09 0.09
Uniform Delay (d), s/veh 60.1 33.4 44.7 0.0 0.0 0.0
Incr Delay (d2), s/veh 22.9 0.0 20.2 0.1 0.2 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.7 0.1 12.5 0.1 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.0 33.5 64.9 0.1 0.2 0.4
LnGrp LOS F C E A A A
Approach Vol, veh/h 96 1371 2272
Approach Delay, s/veh 79.9 17.0 0.3
Approach LOS E B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 34.5 82.8 117.2 12.8
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 36.3 67.3 109.3 10.4
Max Q Clear Time (g_c+I1), s 27.4 2.0 2.0 8.4
Green Ext Time (p_c), s 1.3 62.3 35.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 8.5
HCM 6th LOS A
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B PM 13: Coleman Ave & Airport Blvd 03/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 106 1300 269 112 1614
Future Volume (veh/h) 87 106 1300 269 112 1614
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1870 1870 1885 1885
Adj Flow Rate, veh/h 98 120 1470 0 127 1825
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 6 6 2 2 1 1
Cap, veh/h 328 231 4567 182 4168
Arrive On Green 0.10 0.10 1.00 0.00 0.05 0.81
Sat Flow, veh/h 3346 1535 6696 1585 3483 5316
Grp Volume(v), veh/h 98 120 1470 0 127 1825
Grp Sat Flow(s),veh/h/ln 1673 1535 1609 1585 1742 1716
Q Serve(g_s), s 3.5 9.4 0.0 0.0 4.7 13.6
Cycle Q Clear(g_c), s 3.5 9.4 0.0 0.0 4.7 13.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 328 231 4567 182 4168
V/C Ratio(X) 0.30 0.52 0.32 0.70 0.44
Avail Cap(c_a), veh/h 1125 596 4567 370 4168
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.83 0.00 1.00 1.00
Uniform Delay (d), s/veh 54.5 50.9 0.0 0.0 60.6 3.6
Incr Delay (d2), s/veh 0.7 2.6 0.2 0.0 4.7 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 8.2 0.0 0.0 2.2 3.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.2 53.5 0.2 0.0 65.3 4.0
LnGrp LOS E D A E A
Approach Vol, veh/h 218 1470 1952
Approach Delay, s/veh 54.3 0.2 8.0
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 111.0 19.0 13.0 98.0
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 74.3 43.7 13.8 54.3
Max Q Clear Time (g_c+I1), s 15.6 11.4 6.7 2.0
Green Ext Time (p_c), s 54.1 1.4 0.2 39.9
Intersection Summary
HCM 6th Ctrl Delay 7.6
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B PM 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 374 1186 0 0 1708
Future Volume (veh/h) 329 374 1186 0 0 1708
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1811 1870 0 0 1870
Adj Flow Rate, veh/h 372 423 1341 0 0 1931
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 6 2 0 0 2
Cap, veh/h 1065 481 3083 0 0 3083
Arrive On Green 0.31 0.31 0.80 0.00 0.00 1.00
Sat Flow, veh/h 3401 1535 5443 0 0 5443
Grp Volume(v), veh/h 372 423 1341 0 0 1931
Grp Sat Flow(s),veh/h/ln 1700 1535 1702 0 0 1702
Q Serve(g_s), s 11.0 34.0 10.3 0.0 0.0 0.0
Cycle Q Clear(g_c), s 11.0 34.0 10.3 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1065 481 3083 0 0 3083
V/C Ratio(X) 0.35 0.88 0.44 0.00 0.00 0.63
Avail Cap(c_a), veh/h 1358 613 3083 0 0 3083
HCM Platoon Ratio 1.00 1.00 1.33 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.91
Uniform Delay (d), s/veh 34.4 42.3 6.1 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.3 12.7 0.4 0.0 0.0 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.6 14.4 2.9 0.0 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.7 55.0 6.5 0.0 0.0 0.9
LnGrp LOS C E A A A A
Approach Vol, veh/h 795 1341 1931
Approach Delay, s/veh 45.5 6.5 0.9
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 84.2 45.8 84.2
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 67.3 51.9 67.3
Max Q Clear Time (g_c+I1), s 2.0 36.0 12.3
Green Ext Time (p_c), s 58.4 4.7 38.0
Intersection Summary
HCM 6th Ctrl Delay 11.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B PM 17: Coleman Ave & Hedding St 03/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 155 347 123 73 272 382 81 796 52 225 1235 134 Future Volume (veh/h) 155 347 123 73 272 382 81 796 52 225 1235 134 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1885 1885 1885 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 175 392 139 83 307 0 92 900 59 254 1396 0 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, % 1 1 1 1 1 1 2 2 2 2 2 2
Cap, veh/h 230 510 178 105 678 178 1648 108 316 2470
Arrive On Green 0.07 0.20 0.20 0.06 0.19 0.00 0.10 0.49 0.49 0.03 0.16 0.00 Sat Flow, veh/h 3483 2587 904 1795 3676 0 1781 3385 222 3456 5274 0 Grp Volume(v), veh/h 175 270 261 83 307 0 92 472 487 254 1396 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1700 1795 1791 0 1781 1777 1830 1728 1702 0 Q Serve(g_s), s 6.4 18.5 19.0 5.9 9.9 0.0 6.4 24.2 24.2 9.5 32.8 0.0 Cycle Q Clear(g_c), s 6.4 18.5 19.0 5.9 9.9 0.0 6.4 24.2 24.2 9.5 32.8 0.0 Prop In Lane 1.00 0.53 1.00 0.00 1.00 0.12 1.00 0.00
Lane Grp Cap(c), veh/h 230 353 335 105 678 178 865 891 316 2470 V/C Ratio(X) 0.76 0.76 0.78 0.79 0.45 0.52 0.55 0.55 0.80 0.57 Avail Cap(c_a), veh/h 316 453 430 177 934 178 865 891 428 2470 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 59.7 49.3 49.5 60.4 46.7 0.0 55.5 23.3 23.3 61.9 42.0 0.0 Incr Delay (d2), s/veh 7.0 5.7 6.9 12.3 0.5 0.0 10.3 2.5 2.4 7.2 0.9 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 3.0 8.8 8.6 3.0 4.4 0.0 3.3 10.4 10.7 4.7 15.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.7 55.1 56.4 72.7 47.2 0.0 65.8 25.8 25.7 69.1 42.9 0.0 LnGrp LOS E E E E D E C C E D
Approach Vol, veh/h 706 390 1051 1650
Approach Delay, s/veh 58.4 52.6 29.3 46.9
Approach LOS E D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 68.6 13.7 29.7 17.6 69.0 12.7 30.7 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 13.0 50.4 11.8 33.9 16.1 46.6 12.8 32.9 Max Q Clear Time (g_c+I1), s 8.4 34.8 8.4 11.9 11.5 26.2 7.9 21.0 Green Ext Time (p_c), s 0.1 13.0 0.2 1.2 0.4 12.4 0.1 4.1 Intersection Summary
HCM 6th Ctrl Delay 44.7
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B PM 52: Brokaw Rd & Costco 03/30/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 91 0 163 86 309 0 0 74 477 30 9 Future Volume (veh/h) 3 91 0 163 86 309 0 0 74 477 30 9 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 1900 1841 1870 1870 1811 1841 1870 1870 1870 1885 1870 1870 Adj Flow Rate, veh/h 3 103 0 184 97 349 0 0 84 539 34 10 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, % 0 4 2 2 6 4 2 2 2 1 2 2
Cap, veh/h 256 868 0 623 162 584 0 0 105 591 37 11
Arrive On Green 0.47 0.47 0.00 0.16 0.16 0.16 0.00 0.00 0.07 0.36 0.36 0.36 Sat Flow, veh/h 959 1841 0 1288 344 1238 0 0 1585 1648 104 31 Grp Volume(v), veh/h 3 103 0 184 0 446 0 0 84 583 0 0
Grp Sat Flow(s),veh/h/ln 959 1841 0 1288 0 1582 0 0 1585 1782 0 0 Q Serve(g_s), s 0.3 4.1 0.0 16.7 0.0 34.1 0.0 0.0 6.8 40.5 0.0 0.0 Cycle Q Clear(g_c), s 34.4 4.1 0.0 20.7 0.0 34.1 0.0 0.0 6.8 40.5 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.78 0.00 1.00 0.92 0.02
Lane Grp Cap(c), veh/h 256 868 0 623 0 746 0 0 105 639 0 0 V/C Ratio(X) 0.01 0.12 0.00 0.30 0.00 0.60 0.00 0.00 0.80 0.91 0.00 0.00 Avail Cap(c_a), veh/h 256 868 0 623 0 746 0 0 223 832 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.70 0.00 0.70 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 40.8 19.2 0.0 39.6 0.0 43.4 0.0 0.0 59.9 39.8 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.3 0.0 0.8 0.0 2.5 0.0 0.0 13.2 12.0 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 0.1 1.9 0.0 5.9 0.0 15.1 0.0 0.0 3.1 19.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.8 19.5 0.0 40.4 0.0 45.9 0.0 0.0 73.1 51.7 0.0 0.0 LnGrp LOS D B A D A D A A E D A A
Approach Vol, veh/h 106 630 84 583
Approach Delay, s/veh 20.1 44.3 73.1 51.7
Approach LOS C D E D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 65.8 51.1 65.8 13.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 37.5 60.7 37.5 18.3
Max Q Clear Time (g_c+I1), s 36.4 42.5 36.1 8.8
Green Ext Time (p_c), s 0.0 4.0 0.6 0.2
Intersection Summary
HCM 6th Ctrl Delay 47.3
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 2: Coleman Ave & Brokaw Rd 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 264 13 354 157 28 12 291 639 44 10 1410 218 Future Volume (vph) 264 13 354 157 28 12 291 639 44 10 1410 218 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1573 1584 1482 1715 1744 1615 1736 4939 1626 4673 1417 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1573 1584 1482 1715 1744 1615 1736 4939 1626 4673 1417 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 298 15 400 177 32 14 329 722 50 11 1594 246 RTOR Reduction (vph) 0 0 40 0 0 13 0 4 0 0 0 129
Lane Group Flow (vph) 155 158 360 104 105 1 329 768 0 11 1594 117 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 9% 9% 9% 0% 0% 0% 4% 4% 4% 11% 11% 11% Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 25.9 25.9 62.1 12.8 12.8 12.8 30.0 65.5 2.6 38.1 38.1 Effective Green, g (s) 25.9 25.9 62.1 12.8 12.8 12.8 30.0 65.5 2.6 38.1 38.1 Actuated g/C Ratio 0.20 0.20 0.48 0.10 0.10 0.10 0.23 0.50 0.02 0.29 0.29 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 313 315 707 168 171 159 400 2488 32 1369 415 v/s Ratio Prot 0.10 0.10 c0.24 c0.06 0.06 0.00 c0.19 0.16 0.01 c0.34 v/s Ratio Perm 0.08
v/c Ratio 0.50 0.50 0.51 0.62 0.61 0.01 0.82 0.31 0.34 1.16 0.28 Uniform Delay, d1 46.2 46.3 23.4 56.3 56.2 52.9 47.5 18.9 62.9 46.0 35.4 Progression Factor 0.72 0.72 0.36 1.00 1.00 1.00 0.61 1.01 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.4 0.2 4.7 4.5 0.0 12.3 0.3 2.3 82.3 1.7 Delay (s) 33.5 33.6 8.6 61.0 60.8 52.9 41.5 19.4 65.2 128.3 37.1 Level of Service C C A E E D D B E F D
Approach Delay (s) 19.5 60.4 26.0 115.8
Approach LOS B E C F
Intersection Summary
HCM 2000 Control Delay 69.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 76.8% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 7: Coleman Ave & Aviation Ave 03/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 128 0 238 40 0 10 50 1009 15 49 14 1876 Future Volume (vph) 128 0 238 40 0 10 50 1009 15 49 14 1876 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1665 2760 1762 1583 3433 3505 1548 1787 5125 Flt Permitted 0.95 0.75 1.00 0.47 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1665 1315 2760 863 1583 3433 3505 1548 1787 5125 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 145 0 269 45 0 11 57 1141 17 55 16 2121 RTOR Reduction (vph) 0 0 0 0 11 0 0 0 9 0 0 1
Lane Group Flow (vph) 72 73 269 45 0 0 57 1141 8 0 71 2148 Confl. Peds. (#/hr) 3 3 1 1
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 2% 3% 2% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
Permitted Phases 3 7 6
Actuated Green, G (s) 35.9 35.9 18.6 19.3 2.0 4.5 62.7 62.7 8.8 67.0 Effective Green, g (s) 35.9 35.9 18.6 19.3 2.0 4.5 62.7 62.7 8.8 67.0 Actuated g/C Ratio 0.28 0.28 0.14 0.15 0.02 0.03 0.48 0.48 0.07 0.52 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 459 363 394 128 24 118 1690 746 120 2641 v/s Ratio Prot 0.04 c0.10 0.00 0.02 0.33 c0.04 c0.42
v/s Ratio Perm 0.06 c0.05 0.01
v/c Ratio 0.16 0.20 0.68 0.35 0.01 0.48 0.68 0.01 0.59 0.81 Uniform Delay, d1 35.6 36.1 52.9 49.7 63.0 61.6 25.8 17.5 58.9 26.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.84 1.05 1.00 1.44 0.06 Incremental Delay, d2 0.2 0.4 4.8 2.3 0.2 4.1 2.1 0.0 4.8 1.7 Delay (s) 35.8 36.4 57.7 52.0 63.2 55.8 29.2 17.5 89.8 3.2 Level of Service D D E D E E C B F A
Approach Delay (s) 50.2 54.2 30.3 6.0
Approach LOS D D C A
Intersection Summary
HCM 2000 Control Delay 18.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 7: Coleman Ave & Aviation Ave 03/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 25
Future Volume (vph) 25
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 104%
Adj. Flow (vph) 28
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 8: Coleman Ave & Earthquakes Wy 03/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 1081 2152 5
Future Volume (vph) 10 85 8 20 1081 2152 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.88 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3175 1455 3400 5085 5134
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3175 1455 3400 5085 5134
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 11 96 9 23 1222 2433 6
RTOR Reduction (vph) 43 43 0 0 0 0 0
Lane Group Flow (vph) 16 5 0 32 1222 2439 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1% 1% 3% 3% 2% 1% 1%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 13.0 13.0 4.1 106.7 96.9
Effective Green, g (s) 13.0 13.0 4.1 106.7 96.9
Actuated g/C Ratio 0.10 0.10 0.03 0.82 0.75
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 317 145 107 4173 3826
v/s Ratio Prot c0.00 0.01 c0.24 c0.48
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.03 0.30 0.29 0.64
Uniform Delay, d1 52.9 52.8 61.5 2.7 8.0
Progression Factor 1.00 1.00 1.17 0.69 0.38
Incremental Delay, d2 0.1 0.1 1.8 0.2 0.5
Delay (s) 53.0 53.0 73.5 2.1 3.6
Level of Service D D E A A
Approach Delay (s) 53.0 3.9 3.6
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 5.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 61 0 360 2 0 0 340 1051 1 3 2144 144 Future Volume (vph) 61 0 360 2 0 0 340 1051 1 3 2144 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2733 1203 3400 5085 1787 5082
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2733 1267 3400 5085 1787 5082
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 69 0 407 2 0 0 384 1188 1 3 2424 163
RTOR Reduction (vph) 0 0 265 0 0 0 0 0 0 0 4 0
Lane Group Flow (vph) 0 69 142 2 0 0 384 1189 0 3 2583 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 4% 50% 50% 50% 3% 2% 3% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 17.4 45.6 1.7 29.9 96.6 1.3 67.3
Effective Green, g (s) 17.4 40.6 1.7 29.9 96.6 1.3 67.3 Actuated g/C Ratio 0.13 0.31 0.01 0.23 0.74 0.01 0.52
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 239 853 16 782 3778 17 2630
v/s Ratio Prot 0.05 c0.11 0.23 0.00 c0.51
v/s Ratio Perm c0.04 0.00
v/c Ratio 0.29 0.17 0.12 0.49 0.31 0.18 0.98
Uniform Delay, d1 50.7 32.4 63.4 43.4 5.6 63.8 30.8
Progression Factor 1.00 1.00 1.00 1.07 0.50 1.08 0.27
Incremental Delay, d2 0.9 0.1 3.5 0.5 0.2 4.1 12.3
Delay (s) 51.6 32.5 66.9 47.0 3.0 72.7 20.7
Level of Service D C E D A E C
Approach Delay (s) 35.3 66.9 13.8 20.7
Approach LOS D E B C
Intersection Summary
HCM 2000 Control Delay 19.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 79.5% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 PM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 8 143 0 511 0 938 361 532 1438 13 Future Volume (vph) 0 0 8 143 0 511 0 938 361 532 1438 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.88 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1285 3467 2814 5307 1652 3400 5127
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1285 3467 2814 5307 1652 3400 5127
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 0 0 9 162 0 578 0 1060 408 601 1626 15
RTOR Reduction (vph) 0 0 9 0 0 499 0 0 161 0 1 0
Lane Group Flow (vph) 0 0 0 162 0 79 0 1060 247 601 1640 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 3% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 1.1 11.4 17.7 65.6 65.6 31.3 102.6 Effective Green, g (s) 1.1 11.4 17.7 65.6 65.6 31.3 102.6 Actuated g/C Ratio 0.01 0.09 0.14 0.50 0.50 0.24 0.79
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 10 304 383 2677 833 818 4046
v/s Ratio Prot c0.05 c0.03 0.20 c0.18 c0.32
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.53 0.21 0.40 0.30 0.73 0.41
Uniform Delay, d1 63.9 56.8 49.9 19.9 18.8 45.5 4.2
Progression Factor 1.00 1.00 1.00 1.00 2.15 0.84 1.72
Incremental Delay, d2 0.3 1.8 0.3 0.3 0.7 3.5 0.2
Delay (s) 64.2 58.5 50.2 20.2 41.1 41.5 7.6
Level of Service E E D C D D A
Approach Delay (s) 64.2 52.0 26.0 16.6
Approach LOS E D C B
Intersection Summary
HCM 2000 Control Delay 25.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B PM 3: Coleman Ave & Champions Wy 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 80 5 317 901 2009 6
Future Volume (veh/h) 80 5 317 901 2009 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1856 1885 1885
Adj Flow Rate, veh/h 90 6 358 1019 2271 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 3 3 1 1
Cap, veh/h 114 457 391 4346 3140 10
Arrive On Green 0.06 0.06 0.29 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5233 5467 16
Grp Volume(v), veh/h 90 6 358 1019 1471 807
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1689 1716 1882
Q Serve(g_s), s 6.4 0.3 25.4 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.4 0.3 25.4 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 114 457 391 4346 2034 1116
V/C Ratio(X) 0.79 0.01 0.92 0.23 0.72 0.72
Avail Cap(c_a), veh/h 145 485 493 4346 2034 1116
HCM Platoon Ratio 1.00 1.00 1.33 1.33 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.09 0.09
Uniform Delay (d), s/veh 60.1 33.4 44.7 0.0 0.0 0.0
Incr Delay (d2), s/veh 22.9 0.0 20.2 0.1 0.2 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.7 0.1 12.5 0.1 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.0 33.5 64.9 0.1 0.2 0.4
LnGrp LOS F C E A A A
Approach Vol, veh/h 96 1377 2278
Approach Delay, s/veh 79.9 17.0 0.3
Approach LOS E B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 34.5 82.8 117.2 12.8
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 36.3 67.3 109.3 10.4
Max Q Clear Time (g_c+I1), s 27.4 2.0 2.0 8.4
Green Ext Time (p_c), s 1.3 62.4 35.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B PM 13: Coleman Ave & Airport Blvd 03/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 106 1320 269 112 1634
Future Volume (veh/h) 87 106 1320 269 112 1634
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1856 1870 1885 1870
Adj Flow Rate, veh/h 98 120 1492 0 127 1847
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 6 6 3 2 1 2
Cap, veh/h 328 231 4531 182 4135
Arrive On Green 0.10 0.10 1.00 0.00 0.05 0.81
Sat Flow, veh/h 3346 1535 6643 1585 3483 5274
Grp Volume(v), veh/h 98 120 1492 0 127 1847
Grp Sat Flow(s),veh/h/ln 1673 1535 1596 1585 1742 1702
Q Serve(g_s), s 3.5 9.4 0.0 0.0 4.7 14.0
Cycle Q Clear(g_c), s 3.5 9.4 0.0 0.0 4.7 14.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 328 231 4531 182 4135
V/C Ratio(X) 0.30 0.52 0.33 0.70 0.45
Avail Cap(c_a), veh/h 1125 596 4531 370 4135
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.81 0.00 1.00 1.00
Uniform Delay (d), s/veh 54.5 50.9 0.0 0.0 60.6 3.7
Incr Delay (d2), s/veh 0.7 2.6 0.2 0.0 4.7 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 8.2 0.0 0.0 2.2 3.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.2 53.5 0.2 0.0 65.3 4.0
LnGrp LOS E D A E A
Approach Vol, veh/h 218 1492 1974
Approach Delay, s/veh 54.3 0.2 8.0
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 111.0 19.0 13.0 98.0
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 74.3 43.7 13.8 54.3
Max Q Clear Time (g_c+I1), s 16.0 11.4 6.7 2.0
Green Ext Time (p_c), s 54.0 1.4 0.2 40.5
Intersection Summary
HCM 6th Ctrl Delay 7.5
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B PM 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 394 1186 0 0 1728
Future Volume (veh/h) 329 394 1186 0 0 1728
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1752 1870 0 0 1856
Adj Flow Rate, veh/h 372 445 1341 0 0 1953
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 10 2 0 0 3
Cap, veh/h 1144 499 2965 0 0 2942
Arrive On Green 0.34 0.34 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3401 1485 5443 0 0 5400
Grp Volume(v), veh/h 372 445 1341 0 0 1953
Grp Sat Flow(s),veh/h/ln 1700 1485 1702 0 0 1689
Q Serve(g_s), s 10.6 36.9 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 10.6 36.9 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1144 499 2965 0 0 2942
V/C Ratio(X) 0.33 0.89 0.45 0.00 0.00 0.66
Avail Cap(c_a), veh/h 1410 616 2965 0 0 2942
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.90
Uniform Delay (d), s/veh 32.2 40.9 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.2 14.2 0.5 0.0 0.0 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.4 15.2 0.1 0.0 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.4 55.1 0.5 0.0 0.0 1.1
LnGrp LOS C E A A A A
Approach Vol, veh/h 817 1341 1953
Approach Delay, s/veh 44.7 0.5 1.1
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 81.2 48.8 81.2
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 65.3 53.9 65.3
Max Q Clear Time (g_c+I1), s 2.0 38.9 2.0
Green Ext Time (p_c), s 57.2 4.8 41.9
Intersection Summary
HCM 6th Ctrl Delay 9.6
HCM 6th LOS A
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B PM 17: Coleman Ave & Hedding St 03/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 155 347 123 73 272 382 81 796 52 225 1235 134 Future Volume (veh/h) 155 347 123 73 272 382 81 796 52 225 1235 134 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1885 1885 1885 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 175 392 139 83 307 0 92 900 59 254 1396 0 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, % 1 1 1 1 1 1 2 2 2 2 2 2
Cap, veh/h 230 510 178 105 678 178 1655 108 309 2470
Arrive On Green 0.07 0.20 0.20 0.06 0.19 0.00 0.10 0.49 0.49 0.18 0.97 0.00 Sat Flow, veh/h 3483 2587 904 1795 3676 0 1781 3385 222 3456 5274 0 Grp Volume(v), veh/h 175 270 261 83 307 0 92 472 487 254 1396 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1700 1795 1791 0 1781 1777 1830 1728 1702 0 Q Serve(g_s), s 6.4 18.5 19.0 5.9 9.9 0.0 6.4 24.1 24.1 9.2 2.5 0.0 Cycle Q Clear(g_c), s 6.4 18.5 19.0 5.9 9.9 0.0 6.4 24.1 24.1 9.2 2.5 0.0 Prop In Lane 1.00 0.53 1.00 0.00 1.00 0.12 1.00 0.00
Lane Grp Cap(c), veh/h 230 353 335 105 678 178 869 895 309 2470 V/C Ratio(X) 0.76 0.76 0.78 0.79 0.45 0.52 0.54 0.54 0.82 0.57 Avail Cap(c_a), veh/h 316 453 430 177 934 178 869 895 428 2470 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 59.7 49.3 49.5 60.4 46.7 0.0 55.5 23.1 23.1 52.4 1.1 0.0 Incr Delay (d2), s/veh 7.0 5.7 6.9 12.3 0.5 0.0 10.3 2.4 2.4 8.2 0.9 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 3.0 8.8 8.6 3.0 4.4 0.0 3.3 10.3 10.6 4.0 0.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.7 55.1 56.4 72.7 47.2 0.0 65.8 25.6 25.5 60.6 2.0 0.0 LnGrp LOS E E E E D E C C E A
Approach Vol, veh/h 706 390 1051 1650
Approach Delay, s/veh 58.4 52.6 29.1 11.0
Approach LOS E D C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 68.6 13.7 29.7 17.3 69.3 12.7 30.7 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 13.0 50.4 11.8 33.9 16.1 46.6 12.8 32.9 Max Q Clear Time (g_c+I1), s 8.4 4.5 8.4 11.9 11.2 26.1 7.9 21.0 Green Ext Time (p_c), s 0.1 30.8 0.2 1.2 0.4 12.4 0.1 4.1 Intersection Summary
HCM 6th Ctrl Delay 29.1
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B PM 52: Brokaw Rd & Costco 03/30/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 96 0 163 91 309 0 0 74 477 30 9 Future Volume (veh/h) 3 96 0 163 91 309 0 0 74 477 30 9 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 1900 1767 1870 1870 1737 1841 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 109 0 184 103 349 0 0 84 539 34 10 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, % 0 9 2 2 11 4 2 2 2 2 2 2
Cap, veh/h 240 834 0 615 163 554 0 0 105 591 37 11
Arrive On Green 0.47 0.47 0.00 0.16 0.16 0.16 0.00 0.00 0.07 0.36 0.36 0.36 Sat Flow, veh/h 954 1767 0 1281 346 1174 0 0 1585 1648 104 31 Grp Volume(v), veh/h 3 109 0 184 0 452 0 0 84 583 0 0
Grp Sat Flow(s),veh/h/ln 954 1767 0 1281 0 1520 0 0 1585 1782 0 0 Q Serve(g_s), s 0.3 4.5 0.0 16.8 0.0 36.2 0.0 0.0 6.8 40.5 0.0 0.0 Cycle Q Clear(g_c), s 36.5 4.5 0.0 21.3 0.0 36.2 0.0 0.0 6.8 40.5 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.77 0.00 1.00 0.92 0.02
Lane Grp Cap(c), veh/h 240 834 0 615 0 717 0 0 105 639 0 0 V/C Ratio(X) 0.01 0.13 0.00 0.30 0.00 0.63 0.00 0.00 0.80 0.91 0.00 0.00 Avail Cap(c_a), veh/h 240 834 0 615 0 717 0 0 223 832 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.69 0.00 0.69 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 42.4 19.3 0.0 40.0 0.0 44.3 0.0 0.0 59.9 39.8 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.3 0.0 0.9 0.0 2.9 0.0 0.0 13.2 12.0 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 0.1 2.0 0.0 5.9 0.0 15.4 0.0 0.0 3.1 19.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.5 19.7 0.0 40.9 0.0 47.2 0.0 0.0 73.1 51.7 0.0 0.0 LnGrp LOS D B A D A D A A E D A A
Approach Vol, veh/h 112 636 84 583
Approach Delay, s/veh 20.3 45.3 73.1 51.7
Approach LOS C D E D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 65.8 51.1 65.8 13.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 37.5 60.7 37.5 18.3
Max Q Clear Time (g_c+I1), s 38.5 42.5 38.2 8.8
Green Ext Time (p_c), s 0.0 4.0 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 47.6
HCM 6th LOS D
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 2: Coleman Ave & Brokaw Rd 03/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 264 13 359 157 28 12 296 639 44 10 1410 218 Future Volume (vph) 264 13 359 157 28 12 296 639 44 10 1410 218 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1573 1584 1482 1715 1744 1615 1736 4939 1626 4673 1417 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1573 1584 1482 1715 1744 1615 1736 4939 1626 4673 1417 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 298 15 406 177 32 14 335 722 50 11 1594 246 RTOR Reduction (vph) 0 0 40 0 0 13 0 4 0 0 0 129
Lane Group Flow (vph) 155 158 366 104 105 1 335 768 0 11 1594 117 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 9% 9% 9% 0% 0% 0% 4% 4% 4% 11% 11% 11% Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 26.3 26.3 62.1 12.8 12.8 12.8 29.6 65.1 2.6 38.1 38.1 Effective Green, g (s) 26.3 26.3 62.1 12.8 12.8 12.8 29.6 65.1 2.6 38.1 38.1 Actuated g/C Ratio 0.20 0.20 0.48 0.10 0.10 0.10 0.23 0.50 0.02 0.29 0.29 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 318 320 707 168 171 159 395 2473 32 1369 415 v/s Ratio Prot 0.10 0.10 c0.25 c0.06 0.06 0.00 c0.19 0.16 0.01 c0.34 v/s Ratio Perm 0.08
v/c Ratio 0.49 0.49 0.52 0.62 0.61 0.01 0.85 0.31 0.34 1.16 0.28 Uniform Delay, d1 45.9 46.0 23.6 56.3 56.2 52.9 48.0 19.2 62.9 46.0 35.4 Progression Factor 0.53 0.53 0.52 1.00 1.00 1.00 0.53 0.88 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.4 0.2 4.7 4.5 0.0 14.9 0.3 2.3 82.3 1.7 Delay (s) 24.6 24.7 12.6 61.0 60.8 52.9 40.6 17.2 65.2 128.3 37.1 Level of Service C C B E E D D B E F D
Approach Delay (s) 17.8 60.4 24.3 115.8
Approach LOS B E C F
Intersection Summary
HCM 2000 Control Delay 68.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 7: Coleman Ave & Aviation Ave 03/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 128 0 238 40 0 10 50 1014 15 49 14 1881 Future Volume (vph) 128 0 238 40 0 10 50 1014 15 49 14 1881 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1665 2760 1762 1583 3433 3471 1548 1787 5125 Flt Permitted 0.95 0.75 1.00 0.47 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1665 1315 2760 863 1583 3433 3471 1548 1787 5125 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 145 0 269 45 0 11 57 1146 17 55 16 2126 RTOR Reduction (vph) 0 0 0 0 11 0 0 0 9 0 0 1
Lane Group Flow (vph) 72 73 269 45 0 0 57 1146 8 0 71 2153 Confl. Peds. (#/hr) 3 3 1 1
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 2% 4% 2% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
Permitted Phases 3 7 6
Actuated Green, G (s) 35.9 35.9 18.6 19.3 2.0 4.5 62.7 62.7 8.8 67.0 Effective Green, g (s) 35.9 35.9 18.6 19.3 2.0 4.5 62.7 62.7 8.8 67.0 Actuated g/C Ratio 0.28 0.28 0.14 0.15 0.02 0.03 0.48 0.48 0.07 0.52 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 459 363 394 128 24 118 1674 746 120 2641 v/s Ratio Prot 0.04 c0.10 0.00 0.02 0.33 c0.04 c0.42
v/s Ratio Perm 0.06 c0.05 0.01
v/c Ratio 0.16 0.20 0.68 0.35 0.01 0.48 0.68 0.01 0.59 0.82 Uniform Delay, d1 35.6 36.1 52.9 49.7 63.0 61.6 26.0 17.5 58.9 26.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.83 1.38 1.00 1.42 0.10 Incremental Delay, d2 0.2 0.4 4.8 2.3 0.2 4.1 2.2 0.0 4.8 1.7 Delay (s) 35.8 36.4 57.7 52.0 63.2 55.2 38.0 17.5 88.6 4.3 Level of Service D D E D E E D B F A
Approach Delay (s) 50.2 54.2 38.6 7.0
Approach LOS D D D A
Intersection Summary
HCM 2000 Control Delay 22.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 7: Coleman Ave & Aviation Ave 03/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 25
Future Volume (vph) 25
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 104%
Adj. Flow (vph) 28
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 8: Coleman Ave & Earthquakes Wy 03/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 1086 2157 5
Future Volume (vph) 10 85 8 20 1086 2157 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.88 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3175 1455 3400 5085 5083
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3175 1455 3400 5085 5083
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 11 96 9 23 1228 2438 6
RTOR Reduction (vph) 42 42 0 0 0 0 0
Lane Group Flow (vph) 17 6 0 32 1228 2444 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1% 1% 3% 3% 2% 2% 1%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 13.0 13.0 4.0 106.7 97.0
Effective Green, g (s) 13.0 13.0 4.0 106.7 97.0
Actuated g/C Ratio 0.10 0.10 0.03 0.82 0.75
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 317 145 104 4173 3792
v/s Ratio Prot c0.01 0.01 c0.24 c0.48
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.04 0.31 0.29 0.64
Uniform Delay, d1 52.9 52.9 61.6 2.8 8.1
Progression Factor 1.00 1.00 0.99 0.73 1.49
Incremental Delay, d2 0.1 0.2 1.9 0.2 0.5
Delay (s) 53.0 53.0 63.1 2.2 12.6
Level of Service D D E A B
Approach Delay (s) 53.0 3.7 12.6
Approach LOS D A B
Intersection Summary
HCM 2000 Control Delay 10.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 60.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 11: Coleman Ave & Newhall Dr/Fire Sta. 03/30/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 61 0 375 2 0 0 355 1056 1 3 2149 144 Future Volume (vph) 61 0 375 2 0 0 355 1056 1 3 2149 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2632 1203 3335 5085 1787 5083
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2632 1267 3335 5085 1787 5083
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 69 0 424 2 0 0 401 1194 1 3 2429 163
RTOR Reduction (vph) 0 0 258 0 0 0 0 0 0 0 4 0
Lane Group Flow (vph) 0 69 166 2 0 0 401 1195 0 3 2588 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 8% 50% 50% 50% 5% 2% 5% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 17.6 48.0 1.7 32.1 96.4 1.3 64.9
Effective Green, g (s) 17.6 43.0 1.7 32.1 96.4 1.3 64.9 Actuated g/C Ratio 0.14 0.33 0.01 0.25 0.74 0.01 0.50
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 241 870 16 823 3770 17 2537
v/s Ratio Prot 0.06 c0.12 0.24 0.00 c0.51
v/s Ratio Perm c0.04 0.00
v/c Ratio 0.29 0.19 0.12 0.49 0.32 0.18 1.02
Uniform Delay, d1 50.6 31.1 63.4 41.9 5.7 63.8 32.5
Progression Factor 1.00 1.00 1.00 1.22 0.93 0.79 0.54
Incremental Delay, d2 0.9 0.1 3.5 0.4 0.2 4.0 21.5
Delay (s) 51.4 31.2 66.9 51.4 5.5 54.6 39.0
Level of Service D C E D A D D
Approach Delay (s) 34.0 66.9 17.0 39.0
Approach LOS C E B D
Intersection Summary
HCM 2000 Control Delay 31.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 PM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 8 143 0 511 0 938 361 552 1438 13 Future Volume (vph) 0 0 8 143 0 511 0 938 361 552 1438 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.88 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1285 3467 2814 5307 1652 3303 5127
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1285 3467 2814 5307 1652 3303 5127
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 0 0 9 162 0 578 0 1060 408 624 1626 15
RTOR Reduction (vph) 0 0 9 0 0 499 0 0 164 0 1 0
Lane Group Flow (vph) 0 0 0 162 0 79 0 1060 244 624 1640 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 6% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 1.1 11.4 17.7 64.1 64.1 32.8 102.6 Effective Green, g (s) 1.1 11.4 17.7 64.1 64.1 32.8 102.6 Actuated g/C Ratio 0.01 0.09 0.14 0.49 0.49 0.25 0.79
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 10 304 383 2616 814 833 4046
v/s Ratio Prot c0.05 c0.03 0.20 c0.19 c0.32
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.53 0.21 0.41 0.30 0.75 0.41
Uniform Delay, d1 63.9 56.8 49.9 20.9 19.6 44.8 4.2
Progression Factor 1.00 1.00 1.00 0.80 0.73 1.06 1.33
Incremental Delay, d2 0.3 1.8 0.3 0.4 0.7 3.6 0.2
Delay (s) 64.2 58.5 50.2 17.0 15.1 51.1 5.9
Level of Service E E D B B D A
Approach Delay (s) 64.2 52.0 16.5 18.3
Approach LOS E D B B
Intersection Summary
HCM 2000 Control Delay 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim WEMD 2: Coleman Ave & Brokaw Rd 03/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 300 13 397 57 21 23 315 308 75 24 377 115 Future Volume (veh/h) 300 13 397 57 21 23 315 308 75 24 377 115 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 0.99 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 1900 1900 1900 1885 1885 1885 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 345 15 456 66 24 26 362 354 0 28 433 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 0 0 0 1 1 1 0 0 0 1 1 1
Cap, veh/h 373 16 490 143 148 160 392 1972 38 661
Arrive On Green 0.21 0.31 0.31 0.08 0.18 0.18 0.22 0.38 0.00 0.02 0.18 0.00 Sat Flow, veh/h 1810 51 1562 1795 825 894 1810 5358 0 1795 3582 1598 Grp Volume(v), veh/h 345 0 471 66 0 50 362 354 0 28 433 0 Grp Sat Flow(s),veh/h/ln 1810 0 1614 1795 0 1719 1810 1729 0 1795 1791 1598 Q Serve(g_s), s 20.3 0.0 30.8 3.8 0.0 2.7 21.3 4.9 0.0 1.7 12.2 0.0 Cycle Q Clear(g_c), s 20.3 0.0 30.8 3.8 0.0 2.7 21.3 4.9 0.0 1.7 12.2 0.0 Prop In Lane 1.00 0.97 1.00 0.52 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 373 0 506 143 0 308 392 1972 38 661 V/C Ratio(X) 0.92 0.00 0.93 0.46 0.00 0.16 0.92 0.18 0.74 0.66 Avail Cap(c_a), veh/h 380 0 727 175 0 569 423 1985 106 745 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.3 0.0 36.2 47.8 0.0 37.7 41.7 22.4 0.0 52.9 41.1 0.0 Incr Delay (d2), s/veh 28.1 0.0 12.2 0.9 0.0 0.1 24.6 0.0 0.0 10.2 1.2 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 12.0 0.0 13.7 1.8 0.0 1.1 11.9 1.9 0.0 0.9 5.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.4 0.0 48.4 48.7 0.0 37.8 66.3 22.4 0.0 63.1 42.3 0.0 LnGrp LOS E A D D A D E C E D
Approach Vol, veh/h 816 116 716 461
Approach Delay, s/veh 57.7 44.0 44.6 43.5
Approach LOS E D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.2 47.2 14.0 40.3 28.4 26.0 28.6 25.7 Change Period (Y+Rc), s 4.9 5.9 5.4 6.2 4.9 5.9 6.2 6.2 Max Green Setting (Gmax), s 6.4 41.6 10.6 49.0 25.4 22.6 22.8 36.0 Max Q Clear Time (g_c+I1), s 3.7 6.9 5.8 32.8 23.3 14.2 22.3 4.7 Green Ext Time (p_c), s 0.0 3.2 0.0 1.2 0.2 2.1 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 49.4
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim WEMD 3: Coleman Ave & Champions Wy 03/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 2 824 866 4
Future Volume (veh/h) 4 0 2 824 866 4
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1885 1885 1900 1900
Adj Flow Rate, veh/h 4 0 2 905 952 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 0 0 1 1 0 0
Cap, veh/h 14 18 7 4002 2415 10
Arrive On Green 0.01 0.00 0.00 0.78 0.65 0.65
Sat Flow, veh/h 1810 1610 1795 5316 3782 15
Grp Volume(v), veh/h 4 0 2 905 466 490
Grp Sat Flow(s),veh/h/ln 1810 1610 1795 1716 1805 1897
Q Serve(g_s), s 0.1 0.0 0.1 2.3 5.8 5.8
Cycle Q Clear(g_c), s 0.1 0.0 0.1 2.3 5.8 5.8
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 14 18 7 4002 1182 1243
V/C Ratio(X) 0.29 0.00 0.29 0.23 0.39 0.39
Avail Cap(c_a), veh/h 279 255 266 4002 1182 1243
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 23.7 0.0 23.8 1.4 3.8 3.8
Incr Delay (d2), s/veh 15.9 0.0 30.1 0.1 1.0 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.0 1.1 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 0.0 53.9 1.6 4.8 4.8
LnGrp LOS D A D A A A
Approach Vol, veh/h 4 907 956
Approach Delay, s/veh 39.5 1.7 4.8
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.9 37.1 43.0 5.0
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 7.1 24.5 37.3 7.4
Max Q Clear Time (g_c+I1), s 2.1 7.8 4.3 2.1
Green Ext Time (p_c), s 0.0 11.8 18.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 3.4
HCM 6th LOS A
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim WEMD 13: Coleman Ave & Airport Blvd 03/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 71 82 1087 253 49 704
Future Volume (veh/h) 71 82 1087 253 49 704
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1885 1885 1885 1885
Adj Flow Rate, veh/h 73 85 1121 0 51 726
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 1 1 1 1
Cap, veh/h 350 246 2621 187 3129
Arrive On Green 0.10 0.10 0.40 0.00 0.05 0.61
Sat Flow, veh/h 3456 1585 6749 1598 3483 5316
Grp Volume(v), veh/h 73 85 1121 0 51 726
Grp Sat Flow(s),veh/h/ln 1728 1585 1621 1598 1742 1716
Q Serve(g_s), s 0.8 2.0 5.1 0.0 0.6 2.7
Cycle Q Clear(g_c), s 0.8 2.0 5.1 0.0 0.6 2.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 350 246 2621 187 3129
V/C Ratio(X) 0.21 0.35 0.43 0.27 0.23
Avail Cap(c_a), veh/h 3599 1736 2953 422 3740
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 17.0 15.6 8.9 0.0 18.8 3.7
Incr Delay (d2), s/veh 0.4 1.2 0.2 0.0 0.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 1.9 1.2 0.0 0.2 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.4 16.8 9.1 0.0 19.5 3.8
LnGrp LOS B B A B A
Approach Vol, veh/h 158 1121 777
Approach Delay, s/veh 17.1 9.1 4.8
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 30.8 10.5 8.4 22.4
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 30.0 43.0 5.0 18.8
Max Q Clear Time (g_c+I1), s 4.7 4.0 2.6 7.1
Green Ext Time (p_c), s 14.2 1.0 0.0 9.5
Intersection Summary
HCM 6th Ctrl Delay 8.1
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim WEMD 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 195 254 1014 0 0 677
Future Volume (veh/h) 195 254 1014 0 0 677
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 0 0 1885
Adj Flow Rate, veh/h 203 265 1056 0 0 705
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 1 1 0 0 1
Cap, veh/h 881 404 2465 0 0 2465
Arrive On Green 0.25 0.25 0.48 0.00 0.00 0.48
Sat Flow, veh/h 3483 1598 5486 0 0 5486
Grp Volume(v), veh/h 203 265 1056 0 0 705
Grp Sat Flow(s),veh/h/ln 1742 1598 1716 0 0 1716
Q Serve(g_s), s 1.9 6.0 5.4 0.0 0.0 3.3
Cycle Q Clear(g_c), s 1.9 6.0 5.4 0.0 0.0 3.3
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 881 404 2465 0 0 2465
V/C Ratio(X) 0.23 0.66 0.43 0.00 0.00 0.29
Avail Cap(c_a), veh/h 1720 789 2465 0 0 2465
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 11.9 13.5 6.9 0.0 0.0 6.3
Incr Delay (d2), s/veh 0.2 2.6 0.5 0.0 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 2.0 1.2 0.0 0.0 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.1 16.0 7.4 0.0 0.0 6.6
LnGrp LOS B B A A A A
Approach Vol, veh/h 468 1056 705
Approach Delay, s/veh 14.3 7.4 6.6
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 25.0 15.3 25.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 19.3 19.9 19.3
Max Q Clear Time (g_c+I1), s 5.3 8.0 7.4
Green Ext Time (p_c), s 8.1 2.3 9.4
Intersection Summary
HCM 6th Ctrl Delay 8.6
HCM 6th LOS A
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim WEMD 17: Coleman Ave & Hedding St 03/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 114 81 49 141 175 79 682 28 97 441 90 Future Volume (veh/h) 92 114 81 49 141 175 79 682 28 97 441 90 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 101 125 89 54 155 0 87 749 31 107 485 0 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, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 210 358 236 82 573 175 1463 61 214 2013
Arrive On Green 0.06 0.17 0.17 0.05 0.16 0.00 0.10 0.42 0.42 0.06 0.39 0.00 Sat Flow, veh/h 3483 2054 1351 1795 3676 0 1795 3505 145 3483 5316 0 Grp Volume(v), veh/h 101 108 106 54 155 0 87 383 397 107 485 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1614 1795 1791 0 1795 1791 1859 1742 1716 0 Q Serve(g_s), s 2.0 3.8 4.2 2.1 2.7 0.0 3.3 11.4 11.4 2.1 4.5 0.0 Cycle Q Clear(g_c), s 2.0 3.8 4.2 2.1 2.7 0.0 3.3 11.4 11.4 2.1 4.5 0.0 Prop In Lane 1.00 0.84 1.00 0.00 1.00 0.08 1.00 0.00
Lane Grp Cap(c), veh/h 210 312 282 82 573 175 748 776 214 2013 V/C Ratio(X) 0.48 0.34 0.38 0.66 0.27 0.50 0.51 0.51 0.50 0.24 Avail Cap(c_a), veh/h 242 723 652 125 1446 175 748 776 247 2013 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.7 26.0 26.2 33.7 26.5 0.0 30.7 15.5 15.5 32.6 14.7 0.0 Incr Delay (d2), s/veh 1.7 0.7 0.8 8.5 0.3 0.0 9.8 2.5 2.4 1.8 0.3 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 0.9 1.6 1.6 1.1 1.1 0.0 1.8 4.5 4.7 0.9 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.4 26.7 27.0 42.2 26.7 0.0 40.5 18.0 17.9 34.5 15.0 0.0 LnGrp LOS C C C D C D B B C B
Approach Vol, veh/h 315 209 867 592
Approach Delay, s/veh 29.3 30.7 20.2 18.5
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 33.8 9.4 16.6 10.1 35.7 8.4 17.6 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 7.0 28.1 5.0 29.0 5.1 29.3 5.0 29.0 Max Q Clear Time (g_c+I1), s 5.3 6.5 4.0 4.7 4.1 13.4 4.1 6.2 Green Ext Time (p_c), s 0.0 6.6 0.0 0.5 0.0 8.5 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.