CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
CONTRACT
PACKAGE 2 (CP2)
SPECIFIC
CONSTRUCTION
TRANSPORTATION
MANAGEMENT
PLAN (CTMP) FOR
WEST PORTAL
EARLY WORKS
ISSUE DATE:
08/27/2025
CSS Number:
GR-013126-1.04.E.1
Revision No.: 8
~ KIEWIT SHER TRAYLOR JV
~ CP2 TUNNEL AND TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
DOCUMENT REVISION RECORD
REVISION
NUMBER
PURPOSE DATE
Revision 0 CTMP for West Portal Early Works 12/09/2022
Revision 1 CTMP for West Portal Early Works 01/16/2023
Revision 2 CTMP for West Portal Early Works 4/10/2023
Revision 3 CTMP for West Portal Early Works 05/01/2023
Revision 4 CTMP for West Portal Early Works 05/30/2023
Revision 5 CTMP for West Portal Early Works 10/01/2024
Revision 6 CTMP for West Portal Early Works 02/21/2025
Revision 7 CTMP for West Portal Early Works 04/25/2025
Revision 8 Addressing City of San Jose & City of Santa Clara Comments 08/27/2025 ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
APPROVALS:
________________________________ 08/27/25___
Adam Waters Date
Project Engineering Manager
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
TABLE OF CONTENTS
1.0 Introduction ..................................................................................................................... 6
1.1 Project Location ........................................................................................................... 6
1.2 Project Team ............................................................................................................... 6
1.3 BSVII Final CTMP ........................................................................................................ 7
2.0 Construction Sequencing and Staging Plan ..................................................................... 9
2.1 Construction Sequencing and Staging ......................................................................... 9
2.1.1 Stage 1 – Site Grading .........................................................................................11
2.1.2 Stage 2 – Site Development ................................................................................12
2.1.3 Stage 3 – Precast Plant and TBM Segment Storage Area ...................................12
2.1.4 Stage 4 – TBM Shaft and Muck Bin Excavation ...................................................12
2.2 Construction Equipment and Material Layout ..............................................................13
2.2.1 Field Offices and Parking .....................................................................................13
2.2.2 Interior Concrete Build-Out Area ..........................................................................14
2.2.3 Precast Plant and TBM Segment Storage ............................................................14
2.2.4 Grout Plant ..........................................................................................................14
2.2.5 Shaft Support of Excavation (SOE) and Muck Bin ...............................................14
2.3 Detour Routes and Alternate Routes...........................................................................15
2.4 Traffic Control Plans ...................................................................................................15
2.5 Haul Routes ................................................................................................................15
2.5.1 Holiday Work .......................................................................................................16
2.5.2 Trucker Management Plan ...................................................................................16
2.5.3 Haul Hours ...........................................................................................................16
2.6 Warning Devices .........................................................................................................19
2.7 Major Special Events ..................................................................................................19
2.8 Inclement Weather ......................................................................................................19
2.9 Impact on Local Business and Residents ....................................................................19
2.9.1 PayPal Events Management Plan ........................................................................19
2.10 Noise and Vibration Abatement ...............................................................................19
2.11 Concurrent Construction ..........................................................................................20
2.12 Time of Construction ...............................................................................................21
2.13 Public Information Requirements .............................................................................22
3.0 Traffic Improvements and Operational Analysis ..............................................................22
3.1 Introduction .................................................................................................................23 ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
3.2 Existing Conditions .....................................................................................................23
3.3 Background Conditions ...............................................................................................25
3.4 Project Conditions .......................................................................................................25
3.5 Conclusions ................................................................................................................31
4.0 Public Operation and Bus Operations .............................................................................31
4.1 Bus Operations ...........................................................................................................31
4.2 Rail Transit Operations ...............................................................................................32
5.0 Maintenance of Property Access ....................................................................................34
6.0 School Zone Safety Plan ................................................................................................34
7.0 Emergency Access and Response .................................................................................36
7.1 Emergency Vehicle Access Plan .................................................................................36
7.1.1 Protocol for Unanticipated Changes .....................................................................37
7.2 Emergency Vehicle Response Plan ............................................................................38
8.0 City Permit Requirements ...............................................................................................39 Appendix A – Site Layout, Sequencing and Staging Plan .........................................................40 Appendix B – Traffic Control Plans ............................................................................................41 Appendix C – Access to Businesses and Properties .................................................................42 Appendix D – Traffic Operation Data and Analysis ....................................................................43 Appendix E – City Permit Requirements ...................................................................................44 Tables:
Table 1: Summary CTMP Contents ............................................................................................ 7 Table 2: Construction Sequencing ............................................................................................. 9 Table 3: Truck Volumes by Month .............................................................................................10 Table 4: Key Site Facilities and Equipment ...............................................................................13 Table 5: Concurrent Construction..............................................................................................20 Table 6: Proposed Work and Haul Hours ..................................................................................22 Table 7: Project Intersections ....................................................................................................24 Table 8: Project Operational Analysis .......................................................................................27 Table 9: Existing Bus Route ......................................................................................................32 Table 10: KST Emergency Contact ...........................................................................................36 Table 11: List of Emergency Contacts as of December 2022 ....................................................37 Figures:
Figure 1: Vicinity Map ................................................................................................................. 6 Figure 2: Haul Routes ...............................................................................................................18 Figure 3: Existing Transit Operations ........................................................................................33 Figure 4: Nearby Schools ..........................................................................................................35 Figure 5: Emergency Service Area ............................................................................................38 ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
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, maintenance facility, and the future Santa Clara Station.
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 DC Engineering Group
KIEWIT SHEA TRAYLOR JV
CP2 TUNNEL ANO TRACK
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CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
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:
Summary CTMP Contents 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, and launch pit for the TBM. Additionally, Early Site Preparation activities include clearing and grubbing, minor demolition, fence installation, and portion of lime treatment.
This CTMP1 applies for construction works at West Portal, except for during events at PayPal Park. A separate “Event Management Plan” has been created and updated, which addresses hauling during PayPal event ingress/egress, 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
BSVII DRAFT CTMP CP2 EARLY WORKS SPECIFIC CTMP
Chapter 2 – Construction Sequencing Chapter 2.0 Construction Sequencing and Staging Plan Section 3.1.1.1 – Vehicle, Bicycle and
Pedestrian Traffic
N/A as no impact is anticipated. See Section 2.3
Section 3.1.1.2 – Allowed Road Closures
and Lane Closure Requirements
N/A as no impact is anticipated. See Section 2.3
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 A – Site
Layout, Sequencing and Staging Plan
Section 3.1.1.4 – Detour Routes N/A as no impact is anticipated. See Section 2.3 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
Section 3.1.2.1 – Construction Staging Section 2.1 Construction Sequencing and Staging Section 3.1.2.2 – Concurrent Construction Section 2.11 Concurrent Construction Section 3.1.2.3 – City Ordinances / Work
Hours
Section 2.12 Time of Construction
Section 3.1.2.4 – Haul Routes Section 2.5 Haul Routes
Section 3.1.2.5 – Emergency Response Chapter 7.0 Emergency Access and Response ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
Section 3.1.2.6 – School Zone Safety Chapter 6.0 School Zone Safety Plan Section 3.1.2.7 – Construction Parking Section 2.1 Construction Sequencing and Staging Section 3.1.3 – Operational Requirements N/A as no public roadway impact is anticipated. See Section 2.3 and 2.4
Section 3.1.4 – Contingency Plan Chapter 7.0 Emergency Access and Response 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
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
Section 3.2.7 – West Tunnel Portal Specific
Requirements
Transit Routes – See Chapter 4.0
Haul Routes – See Section 2.5
Trucker Management Plan – See Section 2.5.2
PayPal Park Coordination – See Section 2.9; Separate
“Event Management Plan”
Private Property Access – See Chapter 5.0
Appendix A – Emergency Services
Coordination Plan
Chapter 7.0 Emergency Access and Response
Appendix B – Summary of Access and
Service Needs Memorandum
Appendix B – Traffic Control Plans
Appendix C – San José Better Bike Plan
2025
N/A as no impact is anticipated. See Section 2.3
Appendix D – List of Ongoing and Planned
Construction Projects
Section 2.11 Concurrent Construction
Appendix E – San José Draft Activity Work
Hours
Section 2.12 Time of Construction
Appendix F – List of Events N/A as no special events are impacted. See Section 2.7 Appendix G – Downtown Construction
Guidelines
N/A as West Portal is outside of Downtown area
Appendix H – San José Permit
requirements
Appendix E – City Permit Requirements
Appendix I – Santa Clara Draft Activity Work
Hours
Section 2.12 Time of Construction
Appendix J – Santa Clara Permit
Requirements
Appendix E – City Permit Requirements
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
Appendix K – San José Arena
Transportation & Parking Management Plan
N/A as West Portal is outside of San José Arena area
Appendix L – Earthquakes Stadium
Transportation & Parking Management Plan
Section 2.9 Impact on Local Business and Residents
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 which began in the summer of 2024 and will be ongoing until early to mid-2027. Sequencing and staging for the Early Works is summarized below. An overall site layout plan is included in Appendix A – Site Layout, Sequencing and Staging Plan.
See Table 2: Construction Sequencing below for a summary of construction sequencing.
Early Site Preparation activities include clearing and grubbing, minor demolition, fence installation, and portion of lime treatment. In addition, work after Stage 4, such as tunnel mining and muck hauling, will be addressed in a subsequent CTMP.
Table 2: Construction Sequencing
CONSTRUCTION ACTIVITY PERIOD OF CONSTRUCTION
Stage 1: Site Grading Beginning Summer 2024 for 6 Months Stage 2: Site Development Beginning 1st Quarter 2025 for 9 Months Stage 3: Precast Plant and TBM Segment Storage Area Beginning Summer 2025, Expected duration of 13 Months
Stage 4: TBM Shaft and Muck Bin Excavation Beginning Summer 2025, Expected duration 27 Months
Average and peak truck volumes per day for each month of construction are summarized in Table 3: Truck Volumes by Month 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.
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
Table 3: Truck Volumes by Month
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.
Date
Stage 1 Stage 2 Stage 3 Stage 4 Total Stage 1 Stage 2 Stage 3 Stage 4 Total Month 1
July '24
73 0 0 0 73 200 0 0 0 200
Month 2
Aug '24
73 0 0 0 73 200 0 0 0 200
Month 3
Sep '24
73 0 0 0 73 200 0 0 0 200
Month 4
Oct '24
73 0 0 0 73 200 0 0 0 200
Month 5
Nov '24
73 0 0 0 73 200 0 0 0 200
Month 6
Dec '24
73 0 0 0 73 200 0 0 0 200
Month 7
Jan '25
0000 0 0000 0
Month 8
Feb '25
0800 8 0 20 0 0 20
Month 9
Mar '25
0800 8 0 20 0 0 20
Month 10
April '25
0800 8 0 20 0 0 20
Month 11
May '25
0000 0 0000 0
Month 12
June '25
0200 2 0 10 0 0 10
Month 13
July '25
0210 3 0 10 40 0 50
Month 14
Aug '25
0210 3 0 50 40 0 90
Month 15
Sep '25
0 2 37 21 60 0 50 80 40 170
Month 16
Oct '25
0 2 37 21 60 0 10 100 40 150
Month 17
Nov '25
0 0 37 21 58 0 0 90 40 130
Month 18
Dec '25
0 0 37 0 37 0 0 130 0 130
Month 19
Jan '26
0 0 27 0 27 0 0 170 0 170
Month 20
Feb '26
0 0 27 79 106 0 0 170 120 290
Month 21
Mar '26
0 0 27 82 109 0 0 100 230 330
Month 22
April '26
0 0 27 113 140 0 0 100 240 340
Month 23
May '26
0 0 27 113 140 0 0 100 240 340
Month 24
June '26
0 0 27 113 140 0 0 100 240 340
Month 25
July '26
0 0 27 113 140 0 0 100 240 340
Month 26
Aug '26
0 0 0 32 32 0 0 0 60 60
Month 27 to
Month 39
0 0 0 32 32 0 0 0 65 65
Average Daily Truck Volume
(Trucks/Day)
Peak Truck Volume
(Typical 5 days/month) (Trucks/Day)
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
On Peak days Brokaw Road handles 85 trucks a day, which is 25 percent of 340 peak day trucks. If unforeseen circumstances do occur on Newhall Drive to render it restricted or unusable, trucks would be queued onsite such that Brokaw Road 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 Road will be limited to 85 trucks per day as a maximum for any stage of Early Works Construction.
Conversely, on peak days Newhall Drive handles 255 trucks a day, which is 75 percent of 340 peak day trucks. If unforeseen circumstances block Brokaw Road, trucks would be queued or reduced such that Newhall would not see more than the typical peak of 255 trucks per day.
2.1.1 Stage 1 – Site Grading
In this stage, KST will establish the 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 are included in Appendix A – Site Layout, Sequencing and Staging Plan.
x Relocation of a storm drain inlet, a sanitary sewer manhole and a backflow preventer near Newhall Drive.
x Establishment of construction entrances off Newhall Street, Newhall Drive and Brokaw Road.
x Approximately 34,000 cubic yards of excavation and off-haul. x Approximately 85,000 cubic yards of imported fill.
x Remainder of lime treatment not performed during Early Site Preparation. x Compaction of the subgrade.
x 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.
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 – Site Layout, Sequencing and Staging Plan for additional ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
details. Average and peak truck volumes per day for each month of construction are shown in Table 3: Truck Volumes by Month.
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 – Site Layout, Sequencing and Staging Plan. x Construction of additional site roads and parking.
x Installation of temporary office trailers.
x 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 – Site Layout, Sequencing and Staging Plan for additional details. Average and peak truck volumes per day for each month of construction are shown in Table 3: Truck Volumes by Month. The anticipated maximum for average daily truck volumes 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 are included in Appendix A – Site Layout, Sequencing and Staging Plan.
x Surcharging precast plant and TBM segment storage area. x Installation of precast plant utilities.
x Construction of plant, gantry crane and storage area foundations and slabs. x Installation of plant building and equipment.
x 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 – Site Layout, Sequencing and Staging Plan for additional details. Average and peak truck volumes per day for each month of construction are shown in Table 3: Truck Volumes by Month. 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 – Site Layout, Sequencing and Staging Plan.
x Construction of interior concrete build-out area and grout plant. ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
x Muck bin excavation (soldier piles, excavation and construction of MSE wall and liner). x Construction of SOE starter wall.
x Construction of Support of Excavation (SOE) slurry walls (confinement walls, TBM shaft walls, and ramp walls).
x TBM shaft and ramp excavation (Caterpillar beams and excavation). x Construction of TBM shaft concrete.
x Construction of TBM crane pad.
x Construction of TBM supporting facilities.
x 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 – Site Layout, Sequencing and Staging Plan for additional details. Average and peak truck volumes per day for each month of construction are shown in Table 3: Truck Volumes by Month. 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: Key Site Facilities and Equipment below for a summary of key site facilities and equipment. See Appendix A – Site Layout, Sequencing and Staging Plan for site layout plan.
Table 4: Key Site Facilities and Equipment
SITE FACILITY/EQUIPMENT STAGE OF CONSTRUCTION
Field Offices and Parking Stage 2 – Site Development
Interior Concrete Build-Out Area Stage 4 – TBM Shaft and Muck Bin Excavation Precast Plant and TBM Segment Storage Stage 3 – Precast Plant and TBM Segment Storage Area
Grout Plant Stage 4 – TBM Shaft and Muck Bin Excavation 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. ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
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 potable 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. 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 tunnel construction, such as rails. A 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 buildout 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 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. 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 ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
the grout plant. Muck will be loaded into trucks 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 minimal effects on 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 currently as no sidewalk, shoulder or lane closures are currently anticipated. Installation of temporary utilities may require temporary lane closures which could last a few hours to a couple of days; traffic control plans will be provided accordingly once construction plans for temporary utilities have been established.
2.5 HAUL ROUTES
The Haul routes applicable to West Portal are shown in Figure 2: Haul Routes, 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 Road handles 85 trucks a day, which is 25 percent of 340 peak day trucks.
If unforeseen circumstances occur on Newhall Drive to render it restricted or unusable, trucks would be queued onsite or some hauling might be halted, such that Brokaw Road 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 Road will be limited to 85 trucks per day as a maximum peak regardless of circumstance.
Similarly should an unforeseen event render Brokaw Road unusable, trucks will queue onsite and be directed to Newhall Drive while maintaining the peak truck traffic of 255 trucks (which is 75 percent of 340 peak daily trucks).
KST has developed a “Traffic Response 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 Road or at Newhall Drive are blocked due to unforeseen circumstances. This plan would be coordinated and developed prior to peak traffic operations. ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
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 has developed a trucker management plan to manage the truck drivers using the approved haul routes related to completing the construction of this project. A summary of the plan includes:
x Truck Boss to manage trucking activities
x Trucker Pre-Construction Meetings
x Signage at all exits to the site directing the trucks to I-880 x Active Management by KST during construction
x Trucker Flash Cards to be referred to in cab to reinforce haul routes KST will monitor the truck volumes daily and on days of peak truck traffic, change of construction activities, and major holidays and events. KST will 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.
Per KST quality control processes, an initial phase meeting (IPM) will be conducted to assure all parties are apprised of the requirements and expectations.
2.5.3 Haul Hours
For most of the construction activities the haul hours will match work hours; see Table 6:
Proposed Work and Haul Hours. Typical single-shift construction hauling activity lasts for 10 hours, from 6AM to 4PM, 6 days a week (Monday to Saturday).
Certain construction activities have been updated to double shift for work hours and haul hours for 7 days a week (Monday to Sunday). Work activities that are 7 days a week are reflected on Table 6: Proposed Work and Haul Hours with an asterisk next to the activity name. Such activities include Support of Excavation – Slurry Walls, TBM Shaft and Ramp Excavation, and TBM Shaft Concrete pour. Their work and haul hours are from 6AM to 6AM. Extended work hours are needed for continuous concrete pours, the minimization of open time for a SOE slurry panel, and the mitigation of potential schedule delays. The project team is committed to No Offsite Hauling on Sundays.
Additional double shift activities are TBM assembly and starting production of the precast plant.
They only require hauling during the day shift, from 6AM to 4PM. Materials will be double ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
handled, which require that the materials for the night shift be delivered during the day and stockpiled on-site.
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 Clara and any revisions thereafter shall also constitute approval of the work and haul hours as presented in Table 6:
Proposed Work and Haul Hours.
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
Figure 2: Haul Routes
KIEWIT SHEA TRAYLOR JV
CP2 TUNNEL ANO TRACK
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Haul Routes Near Project Elements
West Portal
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
2.6 WARNING DEVICES
C44 (CA) “TRUCKS ENTERING EXITING” warning sign will be placed at key locations; see Appendix B – Traffic Control Plans for plans. Other warning devices or signs are not anticipated at this time as no detour routes or alternate routes are anticipated which would require traffic control plans (TCP). When additional TCP and warning devices are identified, they will be provided in Appendix B – Traffic Control Plans.
2.7 MAJOR SPECIAL EVENTS
KST has reviewed major special events listed in the Draft CTMP Appendix F and concluded no City events (such as marathons) 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 have 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 business is not anticipated from West Portal Early Works.
A list of local businesses near 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 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 has generated 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.
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 has been prepared and will be updated ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
quarterly, 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: Proposed Work and Haul Hours for construction activities requiring nighttime work and hauling.
2.11 CONCURRENT CONSTRUCTION
KST reviewed the concurrent construction list in the Draft CTMP Appendix D and identified projects near the West Portal site and confirmed with the Cities that this is a complete list of concurrent projects known to date. KST will continue to coordinate with the Cities on any additional future concurrent construction activities.
A list of concurrent construction is included in Table 5: Concurrent Construction.
Table 5: Concurrent Construction
PLANNED
CONSTRUCTION
DATE
PROJECT LOCATION NOTES
- 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.
- Diridon
Integrated Station
Concept (DISC)
Plan
Diridon Station, San
José No impact expected.
The DISC is expected to be
applicable to Diridon Station only.
2027 Airport Connector San José Mineta
International Airport to
Diridon Station
No impact expected.
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
2023 Aviation Ave
Repaving
Aviation Ave from
Coleman Ave to North
End
The repaving may affect the
intersection of Aviation Ave and
Coleman Ave.
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.
Under
Construction
Gateway
Crossings
1205 Coleman
Avenue, Santa Clara No impact expected.
Bounded by Brokaw Rd, Coleman
Ave and Champions Way.
2023 Coleman Highline 1125 Coleman
Avenue, San José No impact expected.
Bounded by driveway to 1199
Coleman Ave, Coleman Ave and
Aviation Ave.
2025 Coleman Highline
Building 5
1185 Coleman
Avenue, San José No impact expected.
Bounded by Coleman Ave and
Champions Way.
2025 Dual Branded
Hotel Project
1290 Coleman
Avenue, Santa Clara The approved 1290 Coleman
Avenue project will need to be
coordinated with West Portal Early
Works activities. The project is
adjacent to our approved haul route
along Coleman Avenue and Brokaw
Road.
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: Proposed Work and Haul Hours.
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.
Increasing working hours to 6 am to 6 am is required because many of the construction activities require uninterrupted/continuous operations once the activity is started. These operations can take between 4 to 8 hours to complete once they are started; and good industry practice during slurry wall construction often requires continuous excavation, rebar placement, and concrete placement to mitigate the risk of collapse of the 135' deep excavations required for the TBM Shaft construction. Also, continuous concrete injections are necessary to keep the Cutterhead Soil Mixing (CSM) panel workable during this vertical drilling operation which requires the installation of multiple adjacent drilled columns to form a finished panel section. As the construction documents have been finalized and geotechnical investigations have been completed and the specialty deep foundation subcontractor was brought on to the project, the project team identified the additional work hours as being crucial to completing the ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
project.
Sunday Work: Activities will exclude off-site trucking, and on-site activities will be limited to those activities with the least potential impacts to the surrounding community. Examples of potential Sunday activities include Instrumentation and Monitoring System maintenance, rebar tying, welding, construction equipment maintenance, and progressing critical path activities after coordination with EAT.
Table 6: Proposed Work and Haul Hours
Notes: *Construction activities denoted will be 7 days a week. “Construction activities denoted will be 6 days a week.
2.13 PUBLIC INFORMATION REQUIREMENTS
Locations of the signs are presented in Appendix B – Traffic Control Plans. 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. ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
~ a - • ..... - WIiia
,- -- - Stage 1 - Site Grading (Beginning Summer 2024, 6 Months) Site Grading1" X 6AM - 6PM 6AM - 4PM
Stage 2 - Site Development (Beginning 1st Quarter 2025, 9 Months) Construction of site road s" X 6AM - 6PM 6AM - 4PM
Installation of site offices" X 6AM - 6PM 6AM - 4PM
Stage 3 - Precast Plant and TBM Segment Storge Area (Beginning July 2025, 13 Months) Construction of precast plant" X 6AM - 6PM 6AM - 4PM
Stage 4 - TBM Shaft and Muck Bin Excavation (Beginning July 2025, 27 Months) Muck bin excavation" X 6AM- 6PM 6AM - 4PM
Support of exc avation - slurry walls• X 6AM - 6AM 6AM - 6AM TBM shaft and ramp excavation• X 6AM- 6AM 6AM - 6AM
TBM shaft concrete pour• X 6AM - 6AM 6AM - 6AM
TBM supporting facilities " X 6AM - 6PM 6AM - 4PM
TBM assembly" X 6AM - 4AM 6AM - 4PM
Start production of the pre cast plant" X MM - 11 PM 6AM - 4PM Construction of interior concrete build~out area and X 6AM - 6PM 6AM - 4PM equipment found ations " Construction of grout plant" X 6AM- 6PM 6AM - 4PM
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
3.1 INTRODUCTION
Traffic data and signal timing databases were collected to develop project Synchro models – they include year 2023 existing conditions, year 2023 average truck traffic, year 2023 peak truck traffic, year 2024 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 be implemented 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: Project Operational Analysis for delay and LOS results; see Appendix D – Traffic Operation Data and Analysis for overall detailed delay, LOS, and queuing results, a queuing analysis related to PayPal Park events, as well as traffic volumes and supporting documentation. 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: Project Intersections 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.
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
Table 7: Project Intersections
NO. PRIMARY SECONDARY
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
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 have been signalized as of mid2024, which is also not an adaptive system, so cycle lengths, offsets, and splits may 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 ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
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 – Traffic Operation Data and Analysis.
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 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 – Traffic Operation Data and Analysis for additional information on the traffic generated by these nearby developments that was included in this modeling.
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 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 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 – Traffic Operation Data and Analysis.
3.4 PROJECT CONDITIONS
Project conditions were analyzed using the year 2023 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% nonPayPal 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 – Traffic Operation Data and Analysis 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 ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
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 – Traffic Operation Data and Analysis.
Traffic volumes due to staff and craft workers arriving and leaving the site are also included in the analysis with the following assumptions:
1. Staff and Craft volumes were added to the four PM Peak Synchro project models (2023 Average and Peak Trucks, 2024 Average and Peak Trucks).
2. The Staff and Craft volumes used were the CTMP1 Early Works 120 Craft and 100 Staff (reduced to 33% or 33 vehicles due to dispersed staff release) for a total of 153 vehicles.
3. Since the PM peak period includes a shift change, the revised models include the Staff and Craft leaving as well as the Craft arriving utilizing Newhall Dr.
4. The volume distribution used was the same as the Coleman Highline development report, with 33% going to the north and 67% going to the south (the same as in Figure D-12 in the CTMP1 Appendix).
5. The signal timing for the CSC intersections remained unchanged.
6. Both CSC intersections’ LOS and delay are reported in HCM 2000 format.
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 – Traffic Operation Data and Analysis. ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
Table 8: Project Operational Analysis
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
AM Peak Weekday PM Peak Weekend
Intersection and Mid-clay Mid-clay
SCenario Int. HCM Int. HCM Int. HCM Int. HCM
Delay Int. Delay Int. Delay Int. Delay Int.
(Sec) LOS (Sec) LOS (Sec) LOS (Sec) LOS
A1 - Coleman Ave. & Brokaw Rd.1
Existing 2023 26.1 C 60.2 E 116.7 F 39.2 D
Avg Trucks 2023 (10%) - - - - - - 39.5 D
Avg Trucks 2023 (25%) 26.3 C 60.0 E 126.0 F 39.4 D
Peak Trucks 2023 26.5 C 60.3 E 128.1 F 40.3 D
Background 2024 27.3 C 27.5 C 52.8 D 40.7 D
Avg Trucks 2024 (10%) - - - - - - 41.8 D
Avg Trucks 2024 (25%) 25.6 C 27.4 C 56.5 E 42.2 D
Avg Trucks 2024 (Opt.) - - - - 50.8 D - -
Peak Trucks 2024 27.8 C 28.0 C 55.2 E 45.0 D
Peak Trucks 2024 - - - - 55.0 D - - (Opt.)
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 11.2 B - - 8.1 A 2.9 A
Average Trucks 2024 12.9 B - - 8.4 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 - - 10.4 B 7.2 A
Peak Trucks 2023 16.2 B - - 10.3 B 7.2 A
Background 2024 23.8 C - - 20.6 C 17.1 B
Average Trucks 2024 22.4 C - - 19.2 B 17.1 B
Peak Trucks 2024 15.7 B - - 21.9 C 17.1 B
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
AM Peak Weekday PM Peak Weekend
Intersection and
Mid-clay Mid-clay
Scenario Int. HCM Int. HCM Int. HCM Int. HCM
Delay Int. Delay Int. Delay Int. Delay Int.
(Sec) LOS (Sec) LOS (Sec) LOS (Sec) LOS
A4 - Coleman Ave. & Earthquakes Way
Existing 2023 4.7 A - - 8.4 A 4.2 A
Average Trucks 2023 4.7 A - - 8.3 A 4.3 A
Peak Trucks 2023 4.7 A - - 8.3 A 4.3 A
Background 2024 4.3 A - - 3.7 A 5.3 A
Average Trucks 2024 3.1 A - - 5.0 A 5.3 A
Peak Trucks 2024 4.9 A - - 10.6 B 5.3 A
AS - 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 24.3 C 26.0 C
Peak Trucks 2023 16.2 B 27.1 C 29.6 C 25.0 C
Background 2024 13.7 B 22.7 C 17.2 B 21.2 C
Average Trucks 2024 13.0 B 23.6 C 57.5 E 23.0 C
Peak Trucks 2024 16.6 B 23.4 C 80.5 F 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 - - 15.3 B 8.1 A
Peak Trucks 2023 18.2 B - - 15.4 B 8.1 A
Background 2024 8.0 A - - 7.6 A 8.9 A
Average Trucks 2024 6.4 A - - 7.7 A 9.0 A
Peak Trucks 2024 7.1 A - - 7.6 A 9.0 A
A7 - Coleman Ave. & 1-880 SB Ramp
Existing 2023 12.2 B - - 19.8 B 8.6 A
Average Trucks 2023 12.5 B - - 27.3 C 9.0 A
Peak Trucks 2023 13.1 B - - 21.8 C 9.6 A
Background 2024 19.9 B - - 11 .1 B 16.3 B
Average Trucks 2024 10.7 B - - 11 .8 B 17.4 B
Peak Trucks 2024 10.9 B - - 9.7 A 19.2 B
AB - Coleman Ave. & 1-880 NB Ramp / McKendrie St.
Existing 2023 25.7 C - - 21.1 C 14.2 B
Average Trucks 2023 26.0 C - - 21.8 C 14.5 B
Peak Trucks 2023 26.5 C - - 22.0 C 15.1 B
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
Notes: No adaptive system at this intersection.
See Appendix D – Traffic Operation Data and Analysis 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 existing LOS varies and is expected to remain or slightly improve to C/D/E with the completed Gateway Crossings mitigation improvements.
An operational check was made to see if any short-term improvements from year 2023 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 ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
AM Peak Weekday PM Peak Weekend
Intersection and Mid-day Mid-day
Scenario Int HCM Int HCM Int HCM Int HCM
Delay Int Delay Int Delay Int Delay Int
(Sec) LOS (Sec) LOS (Sec) LOS (Sec) LOS
Background 2024 25.9 C - - 24.8 C 16.3 B
Average Trucks 2024 25.1 C - - 26.0 C 17.2 B
Peak Trucks 2024 26.5 C - - 24.0 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 - - 29.0 C 22.2 C
Peak Trucks 2023 37.0 D - - 28.4 C 22.2 C
Background 2024 45.2 D - - 44.7 D 23.1 C
Average Trucks 2024 36.6 D - - 45.0 D 23.1 C
Peak Trucks 2024 41.2 D - - 29.0 C 23.1 C
A 10 (New) - Costco Driveway & Brokaw Rd. 1
Existing 2023 (Unsig) 4.6 A 9.7 A 9.8 A 11.1 A
Avg Trucks 2023 (10%) - - - - - - 11.2 A
Avg Trucks 2023 (25%) 4.6 A 9.8 A 9.9 A 11.3 A
Peak Trucks 2023 4.5 A 10.0 A 10.1 A 11.7 A
Background 2024 (Sig) 19.5 B 22.0 C 28.0 C 30.2 C
Avg Trucks 2024 (10%) - - - - - - 30.5 C
Avg Trucks 2024 (25%) 27.8 C 22.1 C 28.7 C 30.9 C
Peak Trucks 2024 21.5 C 22.3 C 28.7 C 32.2 C
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
implement their traffic responsive system at this intersection. 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 midday 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/B.
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 with the exception of the PM peak with LOS B/E/F. This analysis assumed that a pedestrian call would be activated across Coleman Ave. every cycle, but actual operations should be better since that’s usually not the case. The side street splits will be best applied as determined by the adaptive system.
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 ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
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 was previously stop controlled and operated at a LOS A. As part of the Gateway Crossings project mitigation, a traffic signal has been installed and activated mid- 2024. This intersection will only see a slight increase in truck traffic for 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 – 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 recently 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.
4.0 PUBLIC OPERATION AND BUS OPERATIONS
The existing transit services are shown in Figure 3: Existing Transit Operations.
4.1 BUS OPERATIONS
The existing bus route along the haul route is summarized in Table 9: Existing Bus Route. ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
Table 9: Existing Bus Route
BUS ROUTE ROUTE DESCRIPTION NEAREST STOP HEADWAY
Local Route 60 Milpitas BART to Winchester
Station via SJC Airport
Coleman/Brokaw;
Coleman/Earthquakes;
Coleman/Newhall
10 – 15 mins
Notes: 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 near 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. ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
Figure 3: Existing Transit Operations
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
c::::J Phase I Stallons
Phase II Ground-Leve
' ' ' ' '
=:,cx Phase II S,ngle-Bore Tunnel Alignment
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Transi t Service Plan - [he 90% Plan
c::j Bus Stop
Transit Routes near Project Elements
West Po rtal
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
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 Section 3.0 shows minimal impacts to the existing traffic. Special events and routine operations will be coordinated as described in Sections 2.7 and 2.9.
Exhibits 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 – Access to Businesses and Properties. 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:
x Santa Clara University: 0.6 mi
x Scott Lane Elementary School: 1.7 mi
x Washington Elementary School: 0.9 mi
x Wilson High School: 1.5 mi
x Herbert Hoover Middle School: 1.3 mi
x Hester School: 1.4 mi
x Muwekma Ohlone Middle School: 1.6 mi
x 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: Nearby Schools for the location of nearby schools. ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
Figure 4: Nearby Schools
KIEWIT SHEA TRAYLOR JV
CP2 TUNNEL ANO TRACK
Wildwood Way
Scott Lane Elementary
Bray Ave
Catherine St ~
'o ! ..e. ,,'/l
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Wilson High School
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School Zone Near Project Elements
West Portal
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
7.0 EMERGENCY ACCESS AND RESPONSE
KST will comply with the Emergency Services Coordination Plan (ESCP) 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:
x Emergency medical vehicles
x Utility maintenance vehicles for emergency purposes
x Fire protection vehicles
x Police vehicles
Table 10: KST Emergency Contact 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
Jordan
Robertson
Project Safety Manager (408) 384-6489 [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, updates will be provided (as access changes) to local emergency service providers in writing regarding emergency vehicle access through, around, and into the construction site. A copy of this information will also be provided to VTA. A kick-off meeting will be held with the emergency service providers, KST and VTA, and as necessary, additional 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: List of Emergency Contacts as of December 2022. See Figure 5: Emergency Service Area for emergency service areas.
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
Table 11: List of Emergency Contacts as of December 2022 NO. DEPARTMENT CONTACT
NAME
PHONE EMAIL
1 San José Police Captain
Stephen
Donohue
(408) 813-7362 [email protected]
2 San José Fire Deputy
Chief
James
Dobson
(408) 535-7794 [email protected]
3 San José Fire Battalion
Chief Greg
Tuyor
(408) 535-7792 [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
(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. ~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
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: KST Emergency Contact 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:
x Inadvertent traffic stoppages or delays
x Traffic accidents
x On-site emergencies
x 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 employees or contractors can dial 9-1-1 in an emergency. They will be instructed to also notify KST’s designated point of contact after the 9-1- 1 KIEWIT SHEA TRAYLOR JV
CP2 TUNNEL ANO TRACK
\ ____ _
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C::::::, Phase I Station:,
C::::::, Phase II Stations
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c=J Fi<e Srarion Service Area
?1illll~o y
■ Other Projt:ct Elements
~-:_ ~ Cty Bo~rdary
N
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Fire/Police Stations Near Project Elements
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
1 call. KST’s designated point of contact will then follow up with local emergency providers and coordinate with other KST employees or contractors, 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 pertain to the West Portal Early Works construction, which are highlighted in yellow and included in Appendix E – City Permit Requirements of this CTMP.
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
APPENDIX A – SITE LAYOUT, SEQUENCING AND
STAGING PLAN
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
APPENDIX B – TRAFFIC CONTROL PLANS
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
APPENDIX C – ACCESS TO BUSINESSES AND
PROPERTIES
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
APPENDIX D – TRAFFIC OPERATION DATA AND
ANALYSIS
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CTMP for West Portal Early Works Revision Number: 8 Date: 08/27/2025
APPENDIX E – CITY PERMIT REQUIREMENTS
~ KIEWIT SHEA TRAYLOR JV
~ CP2 TUNNEL ANO TRACK
CITY OF SANTA CLARA
CP2 POWER
POLE
CALTRANS
POWER
POLE
SNH/SNS
HIGH VOLTAGE SUBSTATION SNH
AC SWITCHGEAR (NIC)
SNH/SNS
GROUNDING
PAD
GROUNDING
PAD DC SWITCHGEAR (NIC)
DITCH
3.00'
8.00'
12K DIED DIESEL
RA 4K CLE
ESEL I D
60W x 60L x 22H
SHOP TENT
LUBE CONEX
EX ON C TA AZM H
PARTS / FILTER
CONEX XE ON E C AG R TO S HOSE CONEX
WELD CONEX SHOP CONEX DRY SHACK
EX NOC
WASHDOWN
AREA
WAREHOUSE
CONEXES
5100 [16'- 9 1/16"]
BAR SCALE
(1" = 30')
0 30' 60' 15'30'
CONTRACT NO.
DESCRIPTION CHK BY DATE REV APP
DESIGNED:DRAWN:CHECKED:APPROVED:
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REV. SCALE AT D SIZE
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KST Logo.png
N
WEST PORTAL
SITE LAYOUT
LEGEND:
CONCRETE PAVEMENTOR SLAB
ASPHALT PAVEMENTAGGREGATE BASEVTA RIGHT OF WAYTOP OF DITCH
EASEMENTFENCE/ GATE
TRACK CENTERLINE
P0509_2-JMA-WPORT-XX-M2-CI-E15111 XX
XXXXXXXXX-XX-XXXX
1"=30'CT-E15111
----
ROUNDING GROUNDING
PAD
ROUNDING O N GRUDING
PAD
DITCH
3.00'
00' 8.
E D D 2K 1 DIED DIESEL 12
RA K4 CLE
EL ES I D
60W x 60L x 22H 0
SHOP TENT
LUBE CONEX
EX ON C TA AZM H
PARTS / FILTER
X CONE XE ON E C AG R TO S X NE O SE C OH
NEX O ELD C W X SHOP CONEX H DRY SACK
EX NOC
WASHDOWN
AREA
WAREHOUSE AR O
CONEXES
5100 [16'- 9 1/16"] 0
Stage 1 - Site Grading Area of Grading Construction Vehicle Entrance Truck Queuing and Staging
CITY OF SANTA CLARA
CP2 POWER
POLE
CALTRANS
POWER
POLE
SNH/SNS
HIGH VOLTAGE SUBSTATION SNH
AC SWITCHGEAR (NIC)
SNH/SNS
GROUNDING
PAD
GROUNDING
PAD DC SWITCHGEAR (NIC)
DITCH
3.00'
8.00'
12K DIED DIESEL
RA 4K CLE
ESEL I D
60W x 60L x 22H
SHOP TENT
LUBE CONEX
EX ON C TA AZM H
PARTS / FILTER
CONEX XE ON E C AG R TO S HOSE CONEX
WELD CONEX SHOP CONEX DRY SHACK
EX NOC
WASHDOWN
AREA
WAREHOUSE
CONEXES
5100 [16'- 9 1/16"]
BAR SCALE
(1" = 30')
0 30' 60' 15'30'
CONTRACT NO.
DESCRIPTION CHK BY DATE REV APP
DESIGNED:DRAWN:CHECKED:APPROVED:
PAGE NO.
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REV. SCALE AT D SIZE
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DATE:
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EXTENSION PROJECT
KST Logo.png
N
WEST PORTAL
SITE LAYOUT
LEGEND:
CONCRETE PAVEMENTOR SLAB
ASPHALT PAVEMENTAGGREGATE BASEVTA RIGHT OF WAYTOP OF DITCH
EASEMENTFENCE/ GATE
TRACK CENTERLINE
P0509_2-JMA-WPORT-XX-M2-CI-E15111 XX
XXXXXXXXX-XX-XXXX
1"=30'CT-E15111
----
DITCH
00' 3.
00' 8.
60W x 60L x 22H 0
SHOP TENT
LUBE CONEX
EX ON C TA AZM H
PARTS / FILTER
X CONE XE ON E C AG R TO S X NE O SE C OH
NEX O ELD C W X SHOP CONEX H DRY SACK
EX NOC
WASHDOWN
AREA
WAREHOUSE AR O
CONEXES
Stage 2 - Site Development Area of Construction Construction Vehicle Entrance Truck Queuing and Staging
CITY OF SANTA CLARA
CP2 POWER
POLE
CALTRANS
POWER
POLE
SNH/SNS
HIGH VOLTAGE SUBSTATION SNH
AC SWITCHGEAR (NIC)
SNH/SNS
GROUNDING
PAD
GROUNDING
PAD DC SWITCHGEAR (NIC)
DITCH
3.00'
8.00'
12K DIED DIESEL
RA 4K CLE
ESEL I D
60W x 60L x 22H
SHOP TENT
LUBE CONEX
EX ON C TA AZM H
PARTS / FILTER
CONEX XE ON E C AG R TO S HOSE CONEX
WELD CONEX SHOP CONEX DRY SHACK
EX NOC
WASHDOWN
AREA
WAREHOUSE
CONEXES
5100 [16'- 9 1/16"]
BAR SCALE
(1" = 30')
0 30' 60' 15'30'
CONTRACT NO.
DESCRIPTION CHK BY DATE REV APP
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KST Logo.png
N
WEST PORTAL
SITE LAYOUT
LEGEND:
CONCRETE PAVEMENTOR SLAB
ASPHALT PAVEMENTAGGREGATE BASEVTA RIGHT OF WAYTOP OF DITCH
EASEMENTFENCE/ GATE
TRACK CENTERLINE
P0509_2-JMA-WPORT-XX-M2-CI-E15111 XX
XXXXXXXXX-XX-XXXX
1"=30'CT-E15111
----
5100 [16'- 9 1/16"] 0
Stage 3 - Precast Plant and TBM Segment Storage Area of Construction Construction Vehicle Entrance Truck Queuing and Staging
CITY OF SANTA CLARA
CP2 POWER
POLE
CALTRANS
POWER
POLE
SNH/SNS
HIGH VOLTAGE SUBSTATION SNH
AC SWITCHGEAR (NIC)
SNH/SNS
GROUNDING
PAD
GROUNDING
PAD DC SWITCHGEAR (NIC)
DITCH
3.00'
8.00'
12K DIED DIESEL
RA 4K CLE
ESEL I D
60W x 60L x 22H
SHOP TENT
LUBE CONEX
EX ON C TA AZM H
PARTS / FILTER
CONEX XE ON E C AG R TO S HOSE CONEX
WELD CONEX SHOP CONEX DRY SHACK
EX NOC
WASHDOWN
AREA
WAREHOUSE
CONEXES
5100 [16'- 9 1/16"]
BAR SCALE
(1" = 30')
0 30' 60' 15'30'
CONTRACT NO.
DESCRIPTION CHK BY DATE REV APP
DESIGNED:DRAWN:CHECKED:APPROVED:
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REV. SCALE AT D SIZE
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KST Logo.png
N
WEST PORTAL
SITE LAYOUT
LEGEND:
CONCRETE PAVEMENTOR SLAB
ASPHALT PAVEMENTAGGREGATE BASEVTA RIGHT OF WAYTOP OF DITCH
EASEMENTFENCE/ GATE
TRACK CENTERLINE
P0509_2-JMA-WPORT-XX-M2-CI-E15111 XX
XXXXXXXXX-XX-XXXX
1"=30'CT-E15111
----
Stage 4 - TBM Shaft and Muck Bin TBM Shaft Muck Bin Grout Plant Construction Entrances Truck Queuing and Staging Newhall Drive
Newhall Drive
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.
ling ooC
Tower
Unit
on it a bst uS
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
ENI L N IO AT UCA EV
REBAR CAGE MONORAIL
GLUE S TOOL
E GLU ARE HARDW
40' 40'
SUPPLIES SUPPLIES 40'
5100 [16'-9 1/16"]
10' 40' QC STEAMER AIR COMP 40' 40'
40' BREAK ROOM PARTS BP OFFICE 10'
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
LA NT E K R OC L 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)
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 1954412.33E 6144967.27
N 1952298.64E 6148195.96
N 1954480.77E 6144680.16
N 1954842.27E 6144127.97
N 1954580.67E 6143926.56
N 1954005.64E 6144812.63
N 1953848.41E 6145006.83
N 1952081.48E 6148032.77
N 1951738.37E 6148324.14
N 1951702.12E 6148282.34
VTA PROPERTY
CITY PROPERTY
UPRR PROPERTY
VTA PROPERTY
NEWHALL DR.
BAR SCALE
(1" = 30')
0 30' 60' 15'30'
CONTRACT NO.
DESCRIPTION CHK BY DATE REV APP
DESIGNED:DRAWN:CHECKED:APPROVED:
PAGE NO.
DRAWING FILE IDENTIFIERSUITABILITY DESCRIPTION
REV. SCALE AT D SIZE
SUIT. CODE
SHEET NO.
DATE:
VTA'S BART SILICON VALLEY PHASE II
EXTENSION PROJECT
---- 1"=30'
CT-E15111
ZWAWABRJM11/22/2022
P0509_2-JMA-WPORT-XX-M2-CI-E15111
WEST PORTAL
SITE LAYOUT
LEGEND:
CONCRETE PAVEMENTOR SLAB
ASPHALT PAVEMENTAGGREGATE BASEVTA RIGHT OF WAYTOP OF DITCH
EASEMENTFENCE/ GATE
TRACK CENTERLINE
0 11/11/22 ZW ABR JM 60% PROGRESS PRINT
APPROVEDAPPROVED
JMA CIVIL INC.
KIEWIT SHEA TAYLOR JV
PROJECTIDENTIFICATION SIGN
PROJECTIDENTIFICATION SIGN
PROJECTIDENTIFICATION SIGN
C44-CA SIGN
C44-CA SIGN
100'-0"
100'-0"
C44-CASIGN
100'-0"
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
~ KIEWIT SHER TRAYLOR JV
~ CP2 TUHHEL AND TRACK
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
~ KIEWIT SHER TRAYLOR JV
~ CP2 TUHHEL AND TRACK
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. x Apple: 6 a.m. to 6 p.m.
x New Eden Spa: 10 a.m. to 9 p.m.
x Costco Wholesale:
o Weekday: 9 a.m. to 8:30 p.m.
o Weekend: 9 a.m. to 7 p.m.
x 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 x Coleman Highline:
o Weekday: 7 a.m. to 6 p.m. for the majority of the facility x 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. x Apple: Weekday morning before 12 p.m.
x New Eden Spa: Weekday afternoon between 12 p.m. and 5 p.m. x Costco Wholesale: Busy all-day
x 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. x 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. x New Eden Spa: Mandarin
x Costco Wholesale: Spanish
x PayPal Park: Spanish
2.4 NUMBER OF EMPLOYEES AND VISITOR
x Coleman Highline: At least 2,900 employees when the Verizon construction is completed in December 2021; approximately 100 to 150 daily visitors
~ KIEWIT SHER TRAYLOR JV
~ CP2 TUHHEL AND TRACK
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. x PayPal Park: Plan to conduct major renovation in conjunction with the Coleman Highline construction x 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.
x PayPal Park: 8 to 10 hours in advance of events, as early as 9 a.m. x Coleman Highline: 7 a.m. to 9 a.m.
x 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. x 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
x Costco Wholesale: Everyday between 6 a.m. and 7 a.m.
~ KIEWIT SHER TRAYLOR JV
~ CP2 TUHHEL AND TRACK
CTMP for West Portal Early Works Revision Number: 02 Date: 04/DD/2023 Page C-4
x PayPal Park: Based on events; no regular hours
x Coleman Highline: Early mornings; specific days are unknown
5.2 MAIL
x Coleman Highline: 8 a.m. to 12 p.m.
5.3 DELIVERIES
x 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
x Apple: Several times a week, a loading dock
x New Eden Spa: Not required, FedEx/UPS Deliveries in the parking lot take 1 to 10 minutes each x Costco Wholesale: Multiple times a day from 8 a.m. to 12 p.m., has a loading dock, 1 to 10 minutes per delivery
x 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.
x 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
x 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
x 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. x PayPal Park: Requested that the TPMP be reviewed and continue to coordinate with the Coleman Highline development.
x 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 ~ KIEWIT SHER TRAYLOR JV
~ CP2 TUHHEL AND TRACK
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.
~ KIEWIT SHER TRAYLOR JV
~ CP2 TUHHEL AND TRACK
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
WONDO WAY
CHAMPIONS WAY
AVIATION AVE.
COLEMAN AVE.
BROKAW ROAD
EL CAMINO REAL
DE LA CRUZ BLVD.
COSTCO
WHOLESALE
NEW EDEN
SPA
APPLE
COLEMAN
HIGHLINE
COLEMAN
HIGHLINE
EXISTING SANTA
CLARA STATION
SWVA
TA
UNIMPACTED DRIVEWAY LOCATIONPROJECT SITE
N
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c::> CZ::
;;::! = c::c .....
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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
COLEMAN
HIGHLINE
PAYPAL
PARK
COLEMAN AVE.
WONDO WAY
VATA AVIION AVE.
EARTHQUAKES WAY
NEWHALL DR.
NEWHALL DR.
NEWHALL ST. AL
AIRPORT BLVD.
AH WI-880 MCKENDRIE ST. W HEDDING ST. CHESTNUT ST.
EL CAMINO REAL CAMPBELL AVE. N
UNIMPACTED DRIVEWAY LOCATIONPROJECT SITE
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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 / ₎ㄒ
e. Cantonese / 䲜媅
f. Vietnamese / TiӃng ViӋt
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 / ₎ㄒ
e. Cantonese / 䲜媅
f. Vietnamese / TiӃng ViӋt
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 / ₎ㄒ
e. Cantonese / 䲜媅
f. Vietnamese / TiӃng ViӋt
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 / ₎ㄒ
e. Cantonese / 䲜媅
f. Vietnamese / TiӃng ViӋt
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 / ₎ㄒ
e. Cantonese / 䲜媅
f. Vietnamese / TiӃng ViӋt
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 / ₎ㄒ
e. Cantonese / 䲜媅
f. Vietnamese / TiӃng ViӋt
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
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 2Turn Bay Length (Ft) 250 100 150 320 250 100 150 32095th % Queue (Ft) #233 89 61 38 48 141 0 307 375 #423 265 217 49 30 #924 0 #450 126Approach Delay (Sec)Approach LOSIntersection 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 1348 51 254 525 45% Heavy Vehicles 9 9 11 0 0 0 11 11 11 6 4 4 0 0 1 1 1 1 1 1 1 2 2 295th % Queue (Ft) #233 90 61 38 48 143 0 311 377 #423 270 217 49 30 #964 0 #460 130Approach Delay (Sec)Approach LOSIntersection 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 1348 51 259 525 45% Heavy Vehicles 9 9 15 0 0 0 11 11 11 8 4 4 0 0 2 1 1 1 1 1 1 4 2 295th % Queue (Ft) #233 92 61 38 48 146 0 316 377 #423 279 217 49 30 #964 0 #475 126Approach Delay (Sec)Approach LOSIntersection 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 9 0 0 0 11 11 11 4 4 4 0 0 0 1 1 1 1 1 1 2 2 295th % Queue (Ft) 240 240 46 46 46 0 46 160 0 244 65 m124 m127 347 149 151 0 30 #636 114 #592 266Approach Delay (Sec)Approach LOSIntersection 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 1508 227 303 718 46% Heavy Vehicles 9 9 8 0 0 0 11 11 11 6 4 4 0 0 1 1 1 1 1 1 1 2 2 295th % Queue (Ft) 243 243 48 46 46 0 46 162 0 244 65 m105 m108 223 149 151 0 30 #665 118 #601 144Approach Delay (Sec)Approach LOSIntersection 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 1508 227 308 718 46% Heavy Vehicles 9 9 11 0 0 0 11 11 11 8 4 4 0 0 3 1 1 1 1 1 1 4 2 295th % Queue (Ft) 197 195 46 46 46 0 46 162 0 320 137 m126 m130 383 149 151 0 30 #665 118 #601 128Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS C
27.8 C 55.2 E
60.3 89.3 22.0
EECBBEF
C
25.6 C 56.5 E
60.8 66.3 28.4 16.0 17.7
60.3 90.4 22.4
EECBCEF
C
27.3 C 52.8 D
61.5 66.3 27.2 12.6 20.5
60.3 79.8 28.5
EECBBEE
B
26.5 C 128.1 F
69.0 66.3 26.2 13.7 17.6
66.8 223.8 18.6
FECBEEF
B
26.3 C 126.0 F
81.7 65.2 25.9 15.2 79.4
66.9 219.0 17.7
FECBEEF
B
26.1 C 116.7 F
82.3 65.3 24.7 15.2 79.4
66.9 196.6 18.0
FECBEEF
AM PM
82.7 65.3 23.6 15.4 79.8
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 3Turn Bay Length (Ft) 250 25095th % Queue (Ft) 20 15 58 m3 289 18 14 m411 m27 0Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2023
Approach Volume 5 5 457 6 2 1356 5 5 1997 6 9 829% Heavy Vehicles 0 0 7 6 3 3 0 0 1 1 3 395th % Queue (Ft) 20 15 58 m3 280 18 14 m405 m26 0Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2023
Approach Volume 5 5 462 6 2 1361 5 5 2002 6 9 834% Heavy Vehicles 0 0 8 6 3 4 0 0 1 1 3 495th % Queue (Ft) 20 15 59 m3 286 18 14 m400 m25 0Approach Delay (Sec)Approach LOSIntersection 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 295th % Queue (Ft) 161 13 94 177 342 #145 14 m137 421 117Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2024
Approach Volume 106 5 916 6 116 1236 83 5 2126 6 330 985% Heavy Vehicles 0 0 3 6 3 4 0 0 1 1 3 395th % Queue (Ft) 161 13 91 169 177 #145 14 m154 418 146Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2024
Approach Volume 106 5 921 6 116 1241 83 5 2131 6 330 990% Heavy Vehicles 0 0 4 6 3 4 0 0 1 1 3 395th % Queue (Ft) 161 13 116 193 2 #145 14 m145 425 186Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS 7.2 A 8.4 A
0.6 16.3
EA A E A B
12.9 B 8.4 A
75.2 0.3 6.3 79.9
0.6 16.4
EB A E A B
11.2 B 8.1 A
75.2 14.7 6.6 79.9
0.7 15.3
EA B E A B
0.7 A 0.6 A
64.2 4.9 11.1 79.9
0.2 0.9
EA A E A A
0.7 A 0.6 A
70.7 0.3 0.3 64.5
0.2 0.9
EA A E A A
0.7 A 0.6 A
70.7 0.3 0.3 64.5
0.2 1.0
EA A E A A
70.7 0.2 0.3 64.5
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 2Turn Bay Length (Ft) 225 225 75 200 375 500 225 225 75 200 375 50095th % Queue (Ft) 13 17 19 28 0 54 47 m10 744 35 27 28 18 #97 0 m95 241 6 198 3Approach Delay (Sec)Approach LOSIntersection 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 1891 2 3 745 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 295th % Queue (Ft) 13 17 19 28 0 54 48 m10 746 34 27 28 18 #97 0 m94 256 m6 230 0Approach Delay (Sec)Approach LOSIntersection 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 1896 2 3 750 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 295th % Queue (Ft) 13 17 19 28 0 54 50 m10 750 35 27 28 18 #97 0 m93 257 m6 228 0Approach Delay (Sec)Approach LOSIntersection 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 295th % Queue (Ft) 34 36 52 28 0 40 383 193 532 24 96 98 #188 72 0 m81 191 51 342 0Approach Delay (Sec)Approach LOSIntersection 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 1993 26 52 1102 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 295th % Queue (Ft) 34 36 52 28 0 39 385 196 208 6 96 100 #190 72 0 m75 12 50 383 0Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2024
Approach Volume 23 0 49 9 0 11 21 752 141 268 1379 42 133 0 248 42 0 10 66 1998 26 52 1108 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 295th % Queue (Ft) 34 36 52 28 0 55 110 177 15 0 96 100 #190 72 0 m71 0 45 643 1Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS D
15.7 B 21.9 C
54.2 7.0 38.0
E E BBDDA
C
22.4 C 19.2 B
63.8 70.3 10.5 15.8 50.2
54.2 6.2 30.7
E E CBDDA
C
23.8 C 20.6 C
63.8 70.3 27.9 17.2 50.2
54.2 13.5 22.0
E E CBDDB
A
16.2 B 10.3 B
63.8 70.3 27.9 19.3 49.9
102.0 8.2 7.6
EEABEFA
A
16.1 B 10.4 B
71.5 72.3 6.0 17.9 61.2
102.0 8.3 7.8
EEABEFA
A
16.0 B 10.6 B
71.5 72.3 6.1 17.7 61.2
102.0 8.2 8.5
EEABEFA
71.5 72.3 6.1 17.5 61.2
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 3Turn Bay Length (Ft) 225 250 225 25095th % Queue (Ft) 13 20 162 m54 21 21 34 417 28 33Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2023
Approach Volume 6 26 434 4 54 1527 10 87 1941 5 28 770% Heavy Vehicles 3 3 8 7 3 3 1 1 1 1 3 395th % Queue (Ft) 13 20 164 m54 21 21 34 419 32 61Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2023
Approach Volume 6 26 439 4 54 1532 10 87 1946 5 28 775% Heavy Vehicles 3 3 9 7 3 4 1 1 2 1 3 495th % Queue (Ft) 13 20 166 m54 21 21 34 419 32 60Approach Delay (Sec)Approach LOSIntersection 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 295th % Queue (Ft) 13 20 351 m56 16 21 34 133 34 61Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2024
Approach Volume 6 26 801 4 55 1772 10 88 2280 5 29 1177% Heavy Vehicles 3 3 4 7 3 3 1 1 1 1 3 295th % Queue (Ft) 13 20 28 m55 8 21 34 856 34 114Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2024
Approach Volume 6 26 806 4 55 1777 10 88 2285 5 29 1182% Heavy Vehicles 3 3 5 7 3 4 1 1 2 1 3 295th % Queue (Ft) 13 20 161 m51 34 21 35 777 28 164Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS 4.9 A 10.6 B
12.7 3.2
E AAD B A
3.1 A 5.0 A
59.6 5.9 3.5 53.0
3.6 3.8
E AAD A A
4.3 A 3.7 A
59.6 1.4 2.8 53.0
1.8 3.2
E AAD A A
4.7 A 8.3 A
59.6 4.5 3.2 53.0
8.1 3.5
E AAD A A
4.7 A 8.3 A
59.6 5.0 3.5 53.0
8.0 3.6
E AAD A A
4.7 A 8.4 A
59.6 5.0 3.5 53.0
8.1 3.5
E AAD A A
59.6 5.1 3.5 53.0
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 2Turn Bay Length (Ft) 175 175 200 175 175 20095th % Queue (Ft) 125 20 7 5 31 118 504 91 39 11 m4 175 212 52Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2023
Approach Volume 78 0 173 1 1 0 0 385 67 238 1478 3 114 0 471 2 0 0 3 1892 188 428 687 1% Heavy Vehicles 3 3 9 0 0 0 5 6 5 7 3 2 1 1 3 50 50 50 1 1 1 2 3 295th % Queue (Ft) 125 20 7 5 31 127 509 148 60 11 m4 #760 252 50Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2023
Approach Volume 78 0 189 1 1 0 0 390 67 253 1483 3 114 0 487 2 0 0 3 1897 188 444 693 1% Heavy Vehicles 3 3 17 0 0 0 5 7 5 13 3 2 1 1 6 50 50 50 1 1 1 6 4 295th % Queue (Ft) 125 21 7 5 31 141 513 146 63 11 m4 #812 259 50Approach Delay (Sec)Approach LOSIntersection 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 295th % Queue (Ft) 129 20 7 5 19 147 547 95 43 11 m4 #913 195 117Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2024
Approach Volume 79 0 177 1 1 0 0 751 69 242 1722 3 116 0 480 2 0 0 3 2230 191 437 1093 1% Heavy Vehicles 3 3 10 0 0 0 5 3 5 7 2 2 1 1 3 50 50 50 1 1 1 2 2 295th % Queue (Ft) 129 21 7 5 63 177 328 152 65 11 m5 #1067 197 63Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2024
Approach Volume 79 0 192 1 1 0 0 756 69 258 1727 3 116 0 496 2 0 0 3 2235 191 452 1098 1% Heavy Vehicles 3 3 19 0 0 0 5 4 5 13 3 2 1 1 6 50 50 50 1 1 1 6 3 295th % Queue (Ft) 129 21 7 5 202 175 238 150 70 11 m3 #1101 274 153Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS C
16.6 B 80.5 F
66.9 130.5 22.4
DEBBCEF
B
13.0 B 57.5 E
44.8 66.2 16.3 12.8 29.3
66.9 89.8 16.6
DEABCEF
B
13.7 B 17.2 B
46.5 66.2 2.6 13.0 31.0
66.9 16.0 13.5
DEABDEB
C
16.2 B 29.6 C
47.4 66.2 4.5 13.2 36.2
66.9 31.6 25.1
DEABCEC
C
15.8 B 24.3 C
45.4 66.2 7.2 14.0 30.8
66.9 21.5 25.0
DEABCEC
B
15.5 B 19.5 B
47.0 66.2 6.7 13.7 32.6
66.9 16.2 18.9
DEABDEB
47.8 66.2 6.5 13.3 37.1
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 2Turn Bay Length (Ft) 500 300 250 500 300 25095th % Queue (Ft) 53 165 53 12 159 0 68 88 m58 15 168 56Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2023
Approach Volume 57 120 54 367 1613 352 89 98 97 1519 1035 274% Heavy Vehicles 4 4 5 8 3 2 6 6 1 2 3 295th % Queue (Ft) 53 165 53 12 173 0 68 103 m59 23 207 m50Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2023
Approach Volume 57 120 54 388 1633 352 89 98 97 1539 1056 274% Heavy Vehicles 4 4 5 13 4 2 6 6 1 3 5 295th % Queue (Ft) 53 166 54 13 191 0 68 105 m57 m26 130 m5Approach Delay (Sec)Approach LOSIntersection 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 295th % Queue (Ft) 53 193 63 47 86 0 69 135 m60 297 85 0Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2024
Approach Volume 58 147 71 620 1836 359 90 116 125 1740 1429 280% Heavy Vehicles 4 4 5 4 3 2 6 6 1 1 2 295th % Queue (Ft) 53 193 65 11 89 0 69 144 m63 m180 101 0Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2024
Approach Volume 58 147 71 641 1856 359 90 116 125 1761 1450 280% Heavy Vehicles 4 4 5 8 4 2 6 6 1 2 3 295th % Queue (Ft) 53 194 65 10 92 0 69 144 m61 m26 105 m7Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS 7.1 A 7.6 A
8.3 0.2
EBA DAA
6.4 A 7.7 A
58.6 10.4 0.2 53.6
8.3 0.2
EAA DAA
8.0 A 7.6 A
58.7 7.3 0.2 53.6
8.0 0.2
EAA DAA
18.2 B 15.4 B
68.3 7.2 2.5 54.3
7.2 21.0
EAB EAC
18.2 B 15.3 B
60.2 8.5 16.2 55.7
7.2 20.7
EAB EAC
18.3 B 14.7 B
60.2 8.9 16.1 55.7
6.8 19.6
EAB EAB
60.2 9.2 15.9 56.4
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 2Turn Bay Length (Ft) 500 50095th % Queue (Ft) 139 308 84 304 198 155 58 178Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2023
Approach Volume 259 287 432 1638 336 297 1615 1003% Heavy Vehicles 7 9 6 2 4 8 2 295th % Queue (Ft) 139 329 86 304 198 #253 64 217Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2023
Approach Volume 259 307 453 1638 336 317 1635 1003% Heavy Vehicles 7 15 10 2 4 14 3 295th % Queue (Ft) 139 #367 89 304 189 #293 65 226Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Background 2024
Approach Volume 264 331 672 1810 342 374 1762 1233% Heavy Vehicles 7 6 2 2 4 3 1 295th % Queue (Ft) 128 377 204 327 148 371 540 120Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2024
Approach Volume 264 345 686 1810 342 409 1838 1291% Heavy Vehicles 7 7 4 2 4 6 2 295th % Queue (Ft) 125 391 71 227 146 423 313 134Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2024
Approach Volume 264 366 666 1810 342 430 1858 1291% Heavy Vehicles 7 12 7 2 4 10 3 295th % Queue (Ft) 98 330 110 208 144 462 201 230Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS A
10.9 B 9.7 A
45.3 1.3 0.6
DAA DA
A
10.7 B 11.8 B
50.8 0.2 0.9
45.5 1.0 7.5
DAA DA
A
19.9 B 11.1 B
51.9 0.2 0.8
46.0 0.8 5.6
DBB DA
A
13.1 B 21.8 C
49.8 13.8 12.3
108.7 0.4 0.2
EAA FA
A
12.5 B 27.3 C
59.9 0.1 0.5
138.9 0.3 0.2
EAA FA
A
12.2 B 19.8 B
58.5 0.1 0.5
101.0 0.3 0.2
EAA FA
58.1 0.1 0.4
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 1Turn Bay Length (Ft) 425 150 425 15095th % Queue (Ft) 0 108 209 108 12 160 47 0 104 51 241 182 123 31Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2023
Approach Volume 11 152 611 156 465 29 1150 343 8 146 443 493 1389 13 827 368% Heavy Vehicles 0 1 1 13 5 5 3 3 0 1 1 4 1 1 1 195th % Queue (Ft) 0 108 209 118 12 160 47 0 104 51 265 93 125 36Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2023
Approach Volume 11 152 611 176 465 29 1150 343 8 146 443 513 1394 13 827 368% Heavy Vehicles 0 1 1 23 5 5 3 3 0 1 1 8 1 1 1 195th % Queue (Ft) 0 108 209 128 13 160 47 0 104 51 280 90 125 29Approach Delay (Sec)Approach LOSIntersection 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 195th % Queue (Ft) 0 113 182 174 114 207 78 0 103 52 315 257 307 250Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2024
Approach Volume 11 155 684 256 624 29 1251 349 8 149 560 578 1532 14 1005 375% Heavy Vehicles 0 1 1 8 5 5 3 3 0 1 1 3 1 1 1 195th % Queue (Ft) 0 113 162 180 124 337 144 0 103 53 346 334 317 253Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2024
Approach Volume 11 155 684 277 624 29 1251 349 8 149 560 599 1532 14 1005 375% Heavy Vehicles 0 1 1 15 5 5 3 3 0 1 1 6 1 1 1 195th % Queue (Ft) 0 113 144 194 135 371 210 0 103 53 358 186 187 75Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS 26.5 C 24.0 C
18.9 17.2
EECBEDBB
25.1 C 26.0 C
68.0 58.5 20.1 13.1 64.2 52.0
17.2 26.1
EECAEDBC
25.9 C 24.8 C
67.7 59.2 20.6 9.6 64.2 52.0
15.5 24.9
EEBBEDBC
26.5 C 22.0 C
67.3 59.3 18.8 12.1 64.2 52.0
16.6 15.0
EECBEDBB
26.0 C 21.8 C
66.3 58.7 20.3 12.6 64.2 53.0
16.4 14.9
EEBBEDBB
25.7 C 21.1 C
66.4 58.7 19.2 12.0 64.2 53.0
15.7 13.8
EEBBEDBB
66.4 58.7 18.1 11.7 64.2 53.1
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 2Turn Bay Length (Ft) 350 500 250 125 350 500 250 12595th % Queue (Ft) 163 134 108 260 #114 135 137 496 102 237 #133 269 113 509 #144 384Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2023
Approach Volume 242 185 101 59 251 296 139 335 141 83 952 48 148 354 125 74 277 380 222 1195 130 83 704 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 295th % Queue (Ft) 163 134 108 260 #113 136 137 496 107 253 121 264 134 521 133 375Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2023
Approach Volume 242 185 101 59 251 296 139 335 141 83 952 48 148 354 125 74 277 380 222 1195 130 83 704 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 295th % Queue (Ft) 163 134 108 260 #113 138 137 496 104 237 #133 271 136 520 #144 400Approach Delay (Sec)Approach LOSIntersection 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 295th % Queue (Ft) #189 144 110 268 122 149 141 572 113 254 123 282 158 297 134 453Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2024
Approach Volume 254 188 103 60 256 311 154 465 156 84 1034 49 163 361 128 76 283 401 239 1312 142 84 851 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 295th % Queue (Ft) #189 144 110 268 109 116 141 572 114 254 123 286 164 307 134 469Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2024
Approach Volume 254 188 103 60 256 311 154 465 156 84 1034 49 163 361 128 76 283 401 239 1323 142 84 851 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 295th % Queue (Ft) #189 144 110 268 113 139 141 572 114 254 123 286 165 442 134 469Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS C
41.2 D 29.0 C
52.7 11.1 29.5
EEDCEDB
C
36.6 D 45.0 D
65.9 64.4 37.4 25.5 58.5
52.7 47.3 29.7
E EBCEDD
C
45.2 D 44.7 D
65.9 64.4 17.7 25.4 58.5
52.6 46.9 29.3
E EDCEDD
C
37.0 D 28.4 C
58.5 61.8 39.1 34.2 58.4
53.8 9.8 29.0
E ECCEDA
C
37.0 D 29.0 C
62.1 64.6 21.6 23.5 55.2
52.5 10.9 27.6
EECCEDB
C
37.0 D 28.5 C
62.1 64.6 21.6 23.5 58.3
53.7 9.9 28.7
E ECCEDA
62.1 64.6 21.6 23.5 55.2
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 1Turn Bay Length (Ft) 75 7595th % Queue (Ft) 0 0 0 0 27 27 0 0 0 0 131 131Approach Delay (Sec)Approach LOSIntersection 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 67 21 4 2 2 2 7 31 1 1 195th % Queue (Ft) 0 0 0 0 28 28 0 0 0 0 135 135Approach Delay (Sec)Approach LOSIntersection 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 30 4 2 2 2 15 48 1 1 195th % Queue (Ft) 0 0 0 0 28 28 0 0 0 0 139 139Approach Delay (Sec)Approach LOSIntersection 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 8 4 2 2 2 2 2 2 2 1 2 2 1 1 1 2 1 2 2 295th % Queue (Ft) 3 46 m5 0 159 0 8 94 m54 122 522 0Approach Delay (Sec)Approach LOSIntersection 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 11 2 2 14 4 2 2 2 2 2 2 2 4 2 2 6 1 1 2 1 2 2 295th % Queue (Ft) 3 48 m21 280 159 0 8 98 m48 151 522 0Approach Delay (Sec)Approach LOSIntersection 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 16 2 2 21 4 2 2 2 2 2 2 2 9 2 2 11 1 1 2 1 2 2 295th % Queue (Ft) 3 51 m34 137 158 0 8 103 m50 m175 522 0Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS 21.5 C 28.7 C
46.1 60.1
ABCCCBDE
27.8 C 28.7 C
9.0 15.0 30.4 30.3 20.0 10.1
46.1 60.1
ACCCBADE
19.5 B 28.0 C
8.8 30.0 30.6 30.3 19.8 10.0
46.1 60.1
AACCBADE
4.5 A 10.1 A
8.7 9.6 30.6 30.3 19.7 8.2
17.1 B C
4.6 A 9.9 A
0.3 0.0 10.4 0.4 0.0
16.6 B C
4.6 A 9.8 A
0.4 0.0 10.3 0.4 0.0
16.2 B C
0.6 0.0 10.2 0.4 0.0
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 0Turn Bay Length (Ft) 250 100 150 320 250 100 150 32095th % Queue (Ft) #423 69 83 35 58 267 0 #502 167 #493 66 100 45 54 232 0 #493 115Approach Delay (Sec)Approach LOSIntersection 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 095th % Queue (Ft) #423 69 83 35 58 267 0 #507 167 #493 66 100 45 54 232 0 #504 115Approach Delay (Sec)Approach LOSIntersection 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 095th % Queue (Ft) #423 71 83 35 58 267 0 #516 167 #493 67 100 45 54 232 0 #521 115Approach Delay (Sec)Approach LOSIntersection 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 1 1 2 2 2 2 5 5 5 4 4 4 0 0 0 1 1 1 1 1 1 0 0 095th % Queue (Ft) 202 202 157 #70 #72 0 58 229 0 #389 187 166 166 185 69 69 0 48 175 66 #566 159Approach Delay (Sec)Approach LOSIntersection 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 1 1 3 2 2 2 5 5 5 2 4 4 0 0 1 1 1 1 1 1 1 1 0 095th % Queue (Ft) 202 202 160 #70 #72 0 58 229 0 #390 187 166 166 189 69 69 0 48 175 66 #576 159Approach Delay (Sec)Approach LOSIntersection 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 1 1 4 2 2 2 5 5 5 4 4 4 0 0 2 1 1 1 1 1 1 3 0 095th % Queue (Ft) 202 202 165 #70 #72 0 58 229 0 #404 187 166 166 195 69 69 0 48 175 66 #589 159Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS E
28.0 C 45.0 D
40.8 29.7 74.5
CDCCCDC
E
27.4 C 42.2 D
26.5 43.9 29.3 26.5 24.9
40.7 29.5 66.9
CDCCCDC
E
27.5 C 40.7 D
26.5 43.9 29.3 25.0 24.9
40.5 29.4 62.9
CDCCCDC
D
60.3 E 40.3 D
26.5 43.9 29.3 25.3 25.1
46.5 37.9 36.9
FDDCDDD
C
60.0 E 39.4 D
141.4 46.8 43.7 21.5 44.4
46.5 37.9 34.4
FDDCDDD
C
60.2 E 39.2 D
142.2 46.8 41.9 21.8 44.5
46.5 37.9 33.7
FDDCDDD
Weekday Mid-Day (MD) Weekend Mid-Day (WEMD)
142.9 46.8 42.4 21.7 44.5
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 1Turn Bay Length (Ft) 25095th % Queue (Ft) 10 158 7 43Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2023
Approach Volume 4 0 870 4 2 828% Heavy Vehicles 0 0 1 0 1 195th % Queue (Ft) 10 160 7 43Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2023
Approach Volume 4 0 875 4 2 833% Heavy Vehicles 0 0 1 0 1 295th % Queue (Ft) 10 162 7 44Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Background 2024
Approach Volume 4 0 973 4 2 1299% Heavy Vehicles 0 0 0 0 1 095th % Queue (Ft) 10 109 7 74Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2024
Approach Volume 4 0 977 4 2 1304% Heavy Vehicles 0 0 1 0 1 195th % Queue (Ft) 10 110 7 75Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2024
Approach Volume 4 0 982 4 2 1309% Heavy Vehicles 0 0 1 0 1 195th % Queue (Ft) 10 111 7 75Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS 2.9 A
4.1 2.0
DA A
2.9 A
39.5 4.0 2.0
DA A
2.9 A
39.5 4.0 2.0
DA A
3.4 A
39.5 4.9 1.7
DA A
3.4 A
39.5 4.9 1.7
DA A
3.4 A
39.5 4.8 1.7
DA A
39.5 CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 1Turn Bay Length (Ft) 225 225 75 0 200 0 375 50095th % Queue (Ft) 5 3 22 0 42 138 4 201 0Approach Delay (Sec)Approach LOSIntersection 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 195th % Queue (Ft) 5 3 22 0 42 139 4 203 0Approach Delay (Sec)Approach LOSIntersection 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 195th % Queue (Ft) 5 3 22 0 42 140 4 205 0Approach Delay (Sec)Approach LOSIntersection 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 1 1 195th % Queue (Ft) 65 66 #121 22 0 44 168 30 #361 0Approach Delay (Sec)Approach LOSIntersection 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 1 1 195th % Queue (Ft) 65 66 #121 22 0 44 169 30 #365 0Approach Delay (Sec)Approach LOSIntersection 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 1 1 195th % Queue (Ft) 65 66 #121 22 0 44 171 30 #387 0Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS B
17.1 B
35.8 14.1 15.4
CDB
B
17.1 B
30.7 35.8 14.1 15.3
CDB
B
17.1 B
30.7 35.8 14.1 15.3
CDB
A
7.2 A
30.7 38.3 6.8 6.6
CDA
A
7.2 A
34.4 38.3 6.8 6.6
CDA
A
7.1 A
34.4 38.3 6.8 6.6
CDA
34.4 CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 1Turn Bay Length (Ft) 225 0 0 25095th % Queue (Ft) 8 13 90 20 50Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2023
Approach Volume 5 22 819 17 38 828% Heavy Vehicles 0 0 1 0 1 195th % Queue (Ft) 8 13 90 20 51Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2023
Approach Volume 5 22 824 17 38 833% Heavy Vehicles 0 0 2 0 1 295th % Queue (Ft) 8 13 91 20 51Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Background 2024
Approach Volume 5 22 1132 17 39 1232% Heavy Vehicles 0 0 0 0 1 195th % Queue (Ft) 7 10 245 27 210Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2024
Approach Volume 5 22 1136 17 39 1236% Heavy Vehicles 0 0 1 0 1 195th % Queue (Ft) 7 10 247 27 210Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2024
Approach Volume 5 22 1141 17 39 1241% Heavy Vehicles 0 0 1 0 1 195th % Queue (Ft) 7 10 248 27 212Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS 5.3 A
6.0 4.2
CA A
5.3 A
29.8 6.0 4.2
CA A
5.3 A
29.8 5.9 4.2
CA A
4.3 A
29.8 4.4 3.3
CA A
4.3 A
30.5 4.4 3.3
CA A
4.2 A
30.5 4.4 3.3
CA A
30.5 CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 1Turn Bay Length (Ft) 175 175 200 175 0 0 0 175 0 200 095th % Queue (Ft) #156 42 6 18 263 #296 223 #149 38 0 6 244 #314 203Approach Delay (Sec)Approach LOSIntersection 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 195th % Queue (Ft) #156 45 6 18 264 #305 226 #158 39 0 6 246 #313 201Approach Delay (Sec)Approach LOSIntersection 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 195th % Queue (Ft) #165 49 6 18 266 #311 224 #168 43 0 6 248 #319 200Approach Delay (Sec)Approach LOSIntersection 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 195th % Queue (Ft) #170 48 6 18 #432 #291 291 #107 52 0 5 216 #208 193Approach Delay (Sec)Approach LOSIntersection 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 195th % Queue (Ft) #170 51 6 18 #435 #300 293 #107 55 0 5 217 #217 193Approach Delay (Sec)Approach LOSIntersection 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 195th % Queue (Ft) #179 52 6 18 #441 #306 291 #116 59 0 5 219 #218 189Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS C
23.4 C 22.2 C
38.0 15.7 26.3
CDBCCDB
C
23.6 C 23.0 C
27.5 43.2 18.9 26.0 23.6
37.7 15.4 28.3
CDBCCDB
C
22.7 C 21.2 C
26.6 43.1 18.7 27.0 23.1
37.7 15.3 24.8
CDBCCDB
C
27.1 C 25.0 C
26.5 43.1 18.6 25.0 23.2
36.9 16.0 31.9
CDBDCDB
C
28.0 C 26.0 C
26.3 43.1 16.6 35.1 23.9
36.7 15.7 34.7
CDBDCDB
D
26.5 C 28.3 C
25.9 43.0 16.3 37.5 23.4
36.6 15.4 39.9
CDBCCDB
25.9 43.0 16.2 34.5 23.0
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 1Turn Bay Length (Ft) 500 0 300 25095th % Queue (Ft) 23 37 19 45 94 35Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2023
Approach Volume 71 82 49 718 1101 253% Heavy Vehicles 2 2 1 3 2 195th % Queue (Ft) 23 37 19 46 96 35Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2023
Approach Volume 71 82 49 738 1121 253% Heavy Vehicles 2 2 1 5 4 195th % Queue (Ft) 23 37 19 47 99 35Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Background 2024
Approach Volume 72 91 77 909 1482 258% Heavy Vehicles 2 2 1 1 0 195th % Queue (Ft) 23 41 27 58 134 36Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2024
Approach Volume 72 91 77 923 1496 258% Heavy Vehicles 2 2 1 2 1 195th % Queue (Ft) 23 41 27 60 137 36Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2024
Approach Volume 72 91 77 944 1517 258% Heavy Vehicles 2 2 1 4 3 195th % Queue (Ft) 23 41 27 62 140 36Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS 9.0 A
5.2 10.6
BAB
9.0 A
17.7 5.2 10.5
BAB
8.9 A
17.6 5.2 10.4
BAB
8.1 A
17.6 4.8 9.2
BAA
8.1 A
17.2 4.8 9.1
BAA
8.1 A
17.1 4.8 9.1
BAA
17.1 CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 1Turn Bay Length (Ft) 0 50095th % Queue (Ft) 35 95 75 116Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2023
Approach Volume 195 268 691 1014% Heavy Vehicles 1 6 3 195th % Queue (Ft) 35 103 77 116Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2023
Approach Volume 195 288 711 1014% Heavy Vehicles 1 13 6 195th % Queue (Ft) 35 116 79 116Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Background 2024
Approach Volume 199 565 881 1302% Heavy Vehicles 1 0 1 195th % Queue (Ft) 32 #309 107 170Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2024
Approach Volume 199 579 896 1302% Heavy Vehicles 1 3 2 195th % Queue (Ft) 32 #328 109 170Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2024
Approach Volume 199 600 916 1302% Heavy Vehicles 1 6 5 195th % Queue (Ft) 32 #351 113 170Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS B
19.2 B
27.6 14.3 17.4
CB
B
17.4 B
23.2 13.5 16.6
CB
B
16.3 B
20.6 13.0 16.0
CB
A
9.6 A
14.8 7.7 8.4
BA
A
9.0 A
14.5 7.0 7.8
BA
A
8.6 A
14.3 6.6 7.4
BA
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 1Turn Bay Length (Ft) 0 0 0 425 15095th % Queue (Ft) 0 43 38 #97 54 85 44Approach Delay (Sec)Approach LOSIntersection 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 195th % Queue (Ft) 0 43 38 #112 54 85 44Approach Delay (Sec)Approach LOSIntersection 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 195th % Queue (Ft) 0 43 38 #128 54 85 44Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Background 2024
Approach Volume 5 106 672 364 776 10 777 327% Heavy Vehicles 0 0 0 1 1 1 1 195th % Queue (Ft) 0 44 70 #145 66 111 44Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Average Trucks 2024
Approach Volume 5 106 672 378 776 10 777 327% Heavy Vehicles 0 0 0 4 1 1 1 195th % Queue (Ft) 0 44 70 #156 66 111 44Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Peak Trucks 2024
Approach Volume 5 106 672 399 776 10 777 327% Heavy Vehicles 0 0 0 9 1 1 1 195th % Queue (Ft) 0 44 67 #168 66 112 45Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS 18.4 B
20.6 12.9
CCCB
17.2 B
29.8 22.6
17.6 12.8
CCBB
16.3 B
29.9 22.6
15.3 12.8
CCBB
15.1 B
29.9 22.6
13.7 11.5
CCBB
14.5 B
29.1 22.1
12.0 11.5
CCBB
14.2 B
29.1 22.1
11.2 11.5
CCBB
29.1 22.1
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 1Turn Bay Length (Ft) 350 0 500 0 250 0 125 095th % Queue (Ft) 55 52 #81 65 58 116 #115 263Approach Delay (Sec)Approach LOSIntersection 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 195th % Queue (Ft) 55 52 #81 65 58 116 #115 263Approach Delay (Sec)Approach LOSIntersection 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 195th % Queue (Ft) 55 52 #81 65 58 116 #115 263Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS Background 2024
Approach Volume 107 116 83 50 144 193 111 544 102 81 829 29% Heavy Vehicles 1 1 1 1 1 1 1 1 1 1 1 195th % Queue (Ft) #67 53 #83 75 #68 144 #118 333Approach Delay (Sec)Approach LOSIntersection 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 1 1 1 1 1 1 1 1 195th % Queue (Ft) #67 53 #83 75 #68 144 #118 333Approach Delay (Sec)Approach LOSIntersection 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 1 1 1 1 1 1 1 1 195th % Queue (Ft) #67 53 #83 75 #68 144 #118 333Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS C
23.1 C
30.9 18.8 22.3
CCB
C
23.1 C
29.6 30.9 18.8 22.3
CCB
C
23.1 C
29.6 30.9 18.8 22.3
CCB
C
22.2 C
29.6 30.7 18.5 20.2
CCB
C
22.2 C
29.3 30.7 18.5 20.2
CCB
C
22.2 C
29.3 30.7 18.5 20.2
CCB
29.3 CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- 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 0Turn Bay Length (Ft) 75 0 75 0 095th % Queue (Ft) 1 1 0 0 138 138 0 0 0 0 185 185Approach Delay (Sec)Approach LOSIntersection 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 095th % Queue (Ft) 1 1 0 0 142 142 0 0 0 0 190 190Approach Delay (Sec)Approach LOSIntersection 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 095th % Queue (Ft) 1 1 0 0 147 147 0 0 0 0 198 198Approach Delay (Sec)Approach LOSIntersection 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 1 0 1 1 0 1 33 33 1 6 2 6 0 0 0 0 0 0 0 0 095th % Queue (Ft) 14 82 38 65 283 8 8 46 127 #330 #522 0Approach Delay (Sec)Approach LOSIntersection 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 1 11 1 1 0 1 33 33 1 6 9 6 0 5 0 0 0 0 0 0 095th % Queue (Ft) 14 85 38 69 285 10 8 49 127 #345 #522 0Approach Delay (Sec)Approach LOSIntersection 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 1 21 1 1 0 1 33 33 1 6 16 6 0 10 0 0 0 0 0 0 095th % Queue (Ft) 14 89 39 74 287 12 8 52 127 #367 #522 0Approach Delay (Sec)Approach LOSIntersection Delay (Sec) / LOS 22.3 C 32.2 C
28.9 34.4
BBCCBDCC
22.1 C 30.9 C
19.3 20.0 23.5 27.1 19.4 36.2
28.9 34.4
BBCCBCCC
22.0 C 30.2 C
18.9 19.7 23.4 27.1 19.2 33.4
28.9 34.4
BBCCBCCC
10.0 A 11.7 A
18.6 19.5 23.4 27.1 19.0 31.8
20.3 C C
9.8 A 11.3 A
1.1 0.0 17.9 0.3 0.0
19.5 C C
9.7 A 11.1 A
1.2 0.0 17.4 0.4 0.0
19.0 C C
1.3 0.0 17.0 0.5 0.0
CP2 Specific CTMP for West Portal Early Works Synchro Traffic Analysis 5/30/2023 - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- >--- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- - -1-1-1- ---1- ---- I---- 1-1-1-- -- -1-1-1- ---1- ---- I---- 1-1-1-- D-2 FIGURES
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XX (XX) = AM (PM) Peak-Hour
Traffic Volumes
Figure D-1
2023 Existing Volumes AM, PM
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
12 (12)
0 (0)
6 (17)
9 (3)
41 (15)
1388 (689)
11 (10)
0 (0)
9 (41)
20 (64)
14 (2)
412 (1846)
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)
1523 (714)
4 (5)
429 (1896)
163 (357)
0 (0)
78 (62)
227 (337)
3 (1)
1474 (683)
0 (0)
1 (0)
1 (2)
0 (3)
67 (147)
380 (1888)
106 (375)
22 (13)
110 (252)
217 (250)
164 (45)
978 (473)
19 (12)
6 (29)
27 (160)
33 (51)
18 (10)
317 (1308) 6 (6)
453 (1952)
5 (5)
5 (5)
2 (9)
1352 (773)
142 (454)
29 (13)
465 (1354)
11 (8)
611 (415)
152 (146) 343 (368)
1150 (799)
272 (263)
259 (336)
1638 (947)
418 (1540)
120 (92)
57 (89) 352 (274)
1598 (946)
54 (89)
215 (563)
353 (1444)
3 (9)
11 (51)
1 (3)
218 (315)
34 (12)
NTS
'-
/ \I
L
L L
J l. - - J l l. r l l. r
J J ~ t r t r
- --.
11\
L
J l l r
J ~ t t
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L
L
J l l. -r J l l. r
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J ~ t J ~ tr
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J l l. -r ,t
J ~ tr II\
--.
\I/
" /
XX = Mid-Day Peak-Hour
Traffic Volumes
Figure D-2
2023 Existing Volumes Mid-Day at 3 Int
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
346
0 97
845
0 0
1 6
139
790
292
16 244
41 33
515
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 516
7 38
7 340
16 NTS
310
95 472
388
2 0
0 30
15 54
*
*
*
* *
*
*
*
= Not Analyzed
'-.
/ \/
L
L L
J l. - - J l l. +- l l. +-
J J , t r t r
- --.
11\
L
J l l +-
J , t t
-.
L
L
J l l. -
+- J l l. +-
J , tr t r - -.
-.
11\
L
J l J l l. -
+-
J , t J , tr
-. --.
L
J l l. -
+- ,t
J , tr 11\
--.
\I/
" /
XX = WEMD Peak-Hour
Traffic Volumes
Figure D-3
2023 Existing Volumes WEMD
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
2 0
1 3
25 764
7 0
14 33
1 866
81 114
92 79
28 682
175
141
49 90
97 441
38 824
17 815
373
0 94
779
1 0
0 1
100
774
397
13 300
24 115
377 4
866
0 4 2
824
282
10 648
5 553
104
604
321
254
195
1014
677
82 71 253
1087
49 704
683
9 15
1 468
12 NTS
315
75 308
411
1 22
5 23
21 57
'-.
/ \/
L
L L
J l. - - J l l. +- l l. +-
.J .J ~ t r t r
- --.
11\
L
J l l +-
.J ~ t t
-.
L
L
J l l. -
+- J l l. +-
.J ~ tr t r - -.
-.
11\
L
J l J l l. -
+-
.J ~ t .J ~ tr
-. --.
L
J l l. -
+- ,t
.J ~ tr 11\
--.
\I/
" /
Figure D-4
CTMP Project Generated Truck Trips Assignment
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
[100%]
14 (34)
14 (34)
[100%]
NTS
XX (XX) [XX%] = Avg (Peak) [%] Trucks
4 (9)
[25%]
4 (9)
[25%]
10 (25)
[75%]
[100%]
14 (34)
4 (9)
[25%]
4 (9)
[25%]
14 (34)
[100%]
[100%]
14 (34)
4 (9)
[25%]
4 (9)
[25%]
4 (9)
[25%]
4 (9)
[25%]
4 (9)
[25%]
4 (9)
[25%]
10 (25)
[75%]
4 (9)
[25%]
4 (9)
[25%]
' / \I
- l
- -,. , t
;\
l l
L
t
l l.
t
11\
l
t
l ,t
-,. , t /\
\I
' /
XX (XX) = AM (PM) Peak-Hour
Traffic Volumes
Figure D-5
2023 Average Trucks Condition Total Volumes AM, PM
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
12 (12)
0 (0)
6 (17)
9 (3)
41 (15)
1392 (745)
11 (10)
0 (0)
9 (41)
20 (64)
14 (2)
416 (1891)
101 (125)
185 (354)
242 (148)
83 (83)
48 (53)
952 (704)
296 (380)
251 (277)
59 (74)
141 (130)
139 (222)
335 (1195)
26 (87)
6 (10)
54 (28)
1527 (770)
4 (5)
434 (1941)
173 (471)
0 (0)
78 (114)
238 (428)
3 (1)
1478 (687)
0 (0)
1 (0)
1 (2)
0 (3)
67 (188)
385 (1892)
110 (379)
22 (13)
110 (252)
221 (254)
164 (45)
978 (525)
19 (12)
6 (29)
27 (160)
33 (51)
18 (10)
317 (1348) 6 (6)
457 (1997)
5 (5)
5 (5)
2 (9)
1356 (829)
156 (493)
29 (13)
465 (1389)
11 (8)
611 (443)
152 (146) 343 (368)
1150 (827)
287 (297)
259 (336)
1638 (1003)
432 (1615)
120 (98)
57 (89) 352 (274)
1613 (1035)
54 (97)
215 (563)
367 (1519)
3 (9)
15 (55)
1 (3)
218 (315)
38 (16)
NTS
'-
/ \I
L
L L
J l. - - J l l. r l l. r
J J ~ t r t r
- --.
11\
L
J l l r
J ~ t t
-.
L
L
J l l. -r J l l. r
J ~ tr t r - -.
-.
;[\
L
J l J l l. -r
J ~ t J ~ tr
-. --.
L
J l l. -r
,t
J ~ tr II\
--.
\I/
" /
XX = Mid-Day Peak-Hour
Traffic Volumes
Figure D-6
2023 Average Trucks Condition Total Volumes Mid-Day at 3 Int I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
356
0 97
849
0 0
1 6
139
794
296
16 244
41 33
515
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 516
7 42
7 340
20 NTS
314
95 472
398
2 0
0 30
15 54
*
*
*
* *
*
*
*
= Not Analyzed
'-.
/ \/
L
L L
J l. - - J l l. +- l l. +-
J J , t r t r
- --.
11\
L
J l l +-
J , t t
-.
L
L
J l l. -
+- J l l. +-
J , tr t r - -.
-.
11\
L
J l J l l. -
+-
J , t J , tr
-. --.
L
J l l. -
+- ,t
J , tr 11\
--.
\I/
" /
XX = WEMD Peak-Hour
Traffic Volumes
Figure D-7
2023 Average Trucks Condition Total Volumes WEMD
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
2 0
1 3
25 768
7 0
14 33
1 870
81 114
92 79
28 682
175
141
49 90
97 441
38 828
17 819
383
0 94
783
1 0
0 1
100
778
401
13 300
24 115
377 4
870
0 4 2
828
296
10 648
5 553
104
604
321
268
195
1014
691
82 71 253
1101
49 718
683
9 19
1 468
16 NTS
319
75 308
421
1 22
5 23
21 57
'-.
/ \/
L
L L
J l. - - J l l. +- l l. +-
.J .J ~ t r t r
- --.
11\
L
J l l +-
.J ~ t t
-.
L
L
J l l. -
+- J l l. +-
.J ~ tr t r - -.
-.
11\
L
J l J l l. -
+-
.J ~ t .J ~ tr
-. --.
L
J l l. -
+- ,t
.J ~ tr 11\
--.
\I/
" /
XX (XX) = AM (PM) Peak-Hour
Traffic Volumes
Figure D-8
2023 Peak Trucks Condition Total Volumes AM, PM
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
12 (12)
0 (0)
6 (17)
9 (3)
41 (15)
1397 (750)
11 (10)
0 (0)
9 (41)
20 (64)
14 (2)
421 (1896)
101 (125)
185 (354)
242 (148)
83 (83)
48 (53)
952 (704)
296 (380)
251 (277)
59 (74)
141 (130)
139 (222)
335 (1195)
26 (87)
6 (10)
54 (28)
1532 (775)
4 (5)
439 (1946)
189 (487)
0 (0)
78 (114)
253 (444)
3 (1)
1483 (693)
0 (0)
1 (0)
1 (2)
0 (3)
67 (188)
390 (1897)
115 (385)
22 (13)
110 (252)
226 (259)
164 (45)
978 (525)
19 (12)
6 (29)
27 (160)
33 (51)
18 (10)
317 (1348) 6 (6)
462 (2002)
5 (5)
5 (5)
2 (9)
1361 (834)
176 (513)
29 (13)
465 (1394)
11 (8)
611 (443)
152 (146) 343 (368)
1150 (827)
307 (317)
259 (336)
1638 (1003)
453 (1635)
120 (98)
57 (89) 352 (274)
1633 (1056)
54 (97)
215 (563)
388 (1539)
3 (9)
20 (60)
1 (3)
218 (315)
43 (21)
NTS
'-
/ \I
L
L L
J l. - - J ! l. r ! l. r
J J ., t r t r
- --,.
11\
L
J ! ! r
J ., t t
-,.
L
L
J ! l. -
r J ! l. r
J ., t r t r - -,.
-,.
;[\
L
J ! J ! l. -
r
J ., t J ., t r
-,. --,.
L
J ! l. -
r
,t
J ., t r II\
--,.
\I/
" /
XX = Mid-Day Peak-Hour
Traffic Volumes
Figure D-9
2023 Peak Trucks Condition Total Volumes Mid-Day at 3 Int I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
371
0 97
854
0 0
1 6
139
799
301
16 244
41 33
515
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 516
7 47
7 340
25 NTS
319
95 472
413
2 0
0 30
15 54
*
*
*
* *
*
*
*
= Not Analyzed
'-.
/ \/
L
L L
J l. - - J l l. +- l l. +-
J J , t r t r
- --.
11\
L
J l l +-
J , t t
-.
L
L
J l l. -
+- J l l. +-
J , tr t r - -.
-.
11\
L
J l J l l. -
+-
J , t J , tr
-. --.
L
J l l. -
+- ,t
J , tr 11\
--.
\I/
" /
XX = WEMD Peak-Hour
Traffic Volumes
Figure D-10
2023 Peak Trucks Condition Total Volumes WEMD
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
2 0
1 3
25 773
7 0
14 33
1 875
81 114
92 79
28 682
175
141
49 90
97 441
38 833
17 824
398
0 94
788
1 0
0 1
100
783
406
13 300
24 115
377 4
875
0 4 2
833
316
10 648
5 553
104
604
321
288
195
1014
711
82 71 253
1121
49 738
683
9 24
1 468
21 NTS
324
75 308
436
1 22
5 23
21 57
'-.
/ \/
L
L L
J l. - - J l l. +- l l. +-
.J .J ~ t r t r
- --.
11\
L
J l l +-
.J ~ t t
-.
L
L
J l l. -
+- J l l. +-
.J ~ tr t r - -.
-.
11\
L
J l J l l. -
+-
.J ~ t .J ~ tr
-. --.
L
J l l. -
+- ,t
.J ~ tr 11\
--.
\I/
" /
XX (XX) = AM/MD (PM/WE)
Peak-Hour Traffic Volumes
Figure D-11
Gateway Crossings Trip Assignment
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
-1 (12)
-6 (120)
-3 (12)
12 (3)
11 (1)
114 (31)
42 (-18)
173 (18)
147 (77)
-38 (44)
99 (66)
-46 (175)
46 (109)
89 (20)
137 (35)
-28 (91)
-10 (145)
-9 (94) -39 (235)
225 (54)
5 (3)
-49 (329)
13 (8)
225 (54)
75 (39)
1 (3)
18 (73)
43 (170)
NTS
-44 (343)
323 (65)
-44 (343)
323 (65)
-44 (343)
323 (65)
-44 (343)
323 (65)
'-
/ \/
L
-r J l l t.
.J r .J ~ t t - 7,
11\
L
l l
t t
L
l l t.
t t
11\
L
l J l t.
t .J t
l ,t
t 11\
\I/ '--
/
Figure D-12
Coleman Highline Trip Generation and Distribution
NTS
Earthquakes
Wy.
Aviation
Ave.
Champions
Wy.
Brokaw
Rd.
Coleman
Ave.
Airport
Blvd.
Newhall
Dr.
Hedding
St.
McKendrie
St
I-880
I-880
16%
3%
18%
2%
23%
5%
33%
Coleman
Ave.
Rate Trips In й Kut
й
Trips
In
Trips
Kut Rate Trips In й Kut й
Trips
In
Trips
Kut
'eneral
Kffice
Building
S.F. 1.43 439 88 307,000 й 12й 386 53 1.37 422 17й 83й 72 350
TRIP 'ENERATIKN
ITE >and
hse
(710)
AM Peak PM Peak
SF hnit
N
XX (XX) = AM/MD (PM/WE)
Peak-Hour Traffic Volumes
Figure D-13
Coleman Highline Trip Assignment
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
8 (1)
69 (13)
12 (2)
2 (11)
1 (7)
10 (63)
8 (56)
13 (81)
89 (17)
89 (16)
62 (212) 178 (33)
21 (137)
19 (4)
240 (45)
3 (18)
21 (137)
NTS
17 (116)
127 (24)
17 (116)
127 (24)
36 (236)
17 (116)
259 (49)
127 (24)
259 (49)
36 (236)
259 (49)
36 (236)
'-
/ \I
! ! I. L
t t
11\
L
! !
t t
J ! I. L
J ~ t
-.
;[\
L
! J ! I.
t J t
! ,t
t II\
\I/
" /
XX (XX) = AM (PM) Peak-Hour
Traffic Volumes
Figure D-14
2024 Background Volumes AM/PM
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
103 (128)
188 (361)
254 (161)
84 (84)
49 (54)
1034 (828)
311 (397)
256 (283)
60 (76)
156 (139)
154 (234)
465 (1284)
6 (10)
150 (364)
23 (14)
285 (275)
222 (298)
167 (46)
1113 (665)
20 (12)
6 (29)
27 (163)
19 (10)
33 (227)
496 (1466) 6 (6)
912 (2080)
5 (5)
106 (83)
116 (330)
1231 (928)
241 (539)
29 (14)
624 (1496)
11 (8)
684 (531)
155 (149) 349 (375)
1251 (976)
NTS
49 (248)
0 (0)
23 (133)
11 (10)
0 (0)
9 (42)
21 (66)
141 (26)
743 (1947)
268 (52)
42 (16)
1370 (1045)
55 (29)
1768 (1120)
4 (5)
797 (2234)
26 (88)
166 (364)
0 (0)
79 (63)
0 (0)
1 (0)
1 (2)
0 (3)
69 (150)
747 (2226)
232 (343)
3 (1)
1718 (1089)
147 (110)
58 (90)
71 (116)
605 (1664)
359 (280)
1821 (1337)
331 (374)
264 (342)
672 (1762)
1810 (1233)
0 (0)
86 (90)
1 (3)
0 (0)
147 (77)
0 (0)
223 (321)
52 (85)
43 (170)
219 (496)
3 (9)
5 (31)
'-.
/ \/
L L
L
J l l. - - +- J l l. +- l l. +-
J ., t r J ., t r t r --. --.
11\
L
J l l +-
J ., t t
-.
L
L
J l l. -
+- J l l. +-
J ., t r t r - -.
-.
11\
L
J l J l l. -
+-
J ., t J ., t r
-. --.
L
J l l. -
+- ,t
J ., t r 11\
--.
\I/
" /
XX = Mid-Day Peak-Hour
Traffic Volumes
Figure D-15
2024 Background Volumes Mid-Day at 3 Int
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
353
0 99
1077
0 0
1 6
142
1165
340
16 422
42 34
699
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 NTS
278
97 598
396
2 0
0 31
15 55
*
*
*
* *
*
*
*
= Not Analyzed
0 114
8 0
150
0 347
35 43
526
7 0
'-
/ \/
L L
L
J l l. - J l l. -
+- l l. +-
+-
.J , t t .J , t t t t
- - -. -.
II\
L
J l l +-
.J , t t
-.
L
L
J l l. -
+- J l l. +-
.J , t t t t - -.
-.
II\
L
J l J l l. -
+-
.J , t .J , t t
-. --.
L
J l l. -
+- ,t
.J , t t II\
--.
\/ '--
/
XX = WEMD Peak-Hour
Traffic Volumes
Figure D-16
2024 Background Volumes WEMD
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
238
0 117
52 26
1122
7 0
14 26
34 949
83 116
107
81 29
829
193
144
50 102
544
111
39 1232
17 1132
380
0 96
1235
1 0
0 1
102
1090
387
13 324
24 293
518
364
10 776
5 672
106 327
777
565
199
1302
881
91 72 258
1482
NTS
365
77 497
419
1 22
5 23
21 58
0 54
4 0
77 0 477
86 171
697
9 0
77 909
4 973
0 4 2
1299
'-
/ \ I
L L
L
J l l. - J l l. -
+- l l. +-
+-
.J , t t .J , t t t t
- - -. -.
11\
J l L
l +-
.J , t t
-.
L
L
J l l. -
+- J l l. +-
.J , t t t t - -.
-.
11\
L
J l J l l. -
+-
.J , t .J , t t
-. --.
L
J l l. -
+- ,t
.J , t t 11\
--.
\I/
'--
/
XX (XX) = AM (PM) Peak-Hour
Traffic Volumes
Figure D-17
2024 Average Trucks Condition Total Volumes AM/PM
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
103 (128)
188 (361)
254 (163)
84 (84)
49 (54)
1034 (851)
311 (401)
256 (283)
60 (76)
156 (142)
154 (239)
465 (1312)
6 (10)
154 (368)
23 (14)
285 (275)
226 (303)
167 (46)
1113 (718)
20 (12)
6 (29)
27 (163)
19 (10)
33 (227)
496 (1508) 6 (6)
916 (2126)
5 (5)
106 (83)
116 (330)
1236 (985)
256 (578)
29 (14)
624 (1532)
11 (8)
684 (560)
155 (149) 349 (375)
1251 (1005)
NTS
49 (248)
0 (0)
23 (133)
11 (10)
0 (0)
9 (42)
21 (66)
141 (26)
747 (1993)
268 (52)
42 (16)
1374 (1102)
55 (29)
1772 (1177)
4 (5)
801 (2280)
26 (88)
177 (480)
0 (0)
79 (116)
0 (0)
1 (0)
1 (2)
0 (3)
69 (191)
751 (2230)
242 (437)
3 (1)
1722 (1093)
147 (116)
58 (90)
71 (125)
620 (1740)
359 (280)
1836 (1429)
345 (409)
264 (342)
686 (1838)
1810 (1291)
0 (0)
90 (95)
1 (3)
0 (0)
147 (77)
0 (0)
223 (321)
56 (89)
43 (170)
219 (496)
3 (9)
5 (31)
'-.
/ \/
L L
L
J l l. - - +- J l l. +- l l. +-
J ., t r J ., t r t r --. --.
11\
L
J l l +-
J ., t t
-.
L
L
J l l. -
+- J l l. +-
J ., t r t r - -.
-.
11\
L
J l J l l. -
+-
J ., t J ., t r
-. --.
L
J l l. -
+- ,t
J ., t r 11\
--.
\I/
" /
XX = Mid-Day Peak-Hour
Traffic Volumes
Figure D-18
2024 Average Trucks Condition Total Volumes Mid-Day at 3 Int I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
363
0 99
1081
0 0
1 6
142
1169
344
16 422
42 34
699
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 NTS
283
97 598
406
2 0
0 31
15 55
*
*
*
* *
*
*
*
= Not Analyzed
0 118
8 0
150
0 347
39 43
526
7 0
'-
/ \/
L L
L
J l l. - J l l. -
+- l l. +-
+-
.J , t t .J , t t t t
- - -. -.
II\
L
J l l +-
.J , t t
-.
L
L
J l l. -
+- J l l. +-
.J , t t t t - -.
-.
II\
L
J l J l l. -
+-
.J , t .J , t t
-. --.
L
J l l. -
+- ,t
.J , t t II\
--.
\/ '--
/
XX = WEMD Peak-Hour
Traffic Volumes
Figure D-19
2024 Average Trucks Condition Total Volumes WEMD
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
238
0 117
52 26
1126
7 0
14 26
34 953
83 116
107
81 29
829
193
144
50 102
544
111
39 1236
17 1136
391
0 96
1239
1 0
0 1
102
1094
391
13 324
24 293
518
378
10 776
5 672
106 327
777
579
199
1302
896
91 72 258
1496
NTS
369
77 497
429
1 22
5 23
21 58
0 58
4 0
77 0 477
90 171
697
9 0
77 923
4 977
0 4 2
1304
'-
/ \ I
L L
L
J l l. - J l l. -
+- l l. +-
+-
.J ~ t t .J ~ t t t t
- - -. -.
/\
J l L
l +-
.J ~ t t
-.
L
L
J l l. -
+- J l l. +-
.J ~ t t t t - -.
-.
/\
L
J l J l l. -
+-
.J ~ t .J ~ t t
-. --.
L
J l l. -
+- ,t
.J ~ t t /\
--.
\/ '--
/
XX (XX) = AM (PM) Peak-Hour
Traffic Volumes
Figure D-20
2024 Peak Trucks Condition Total Volumes AM/PM
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
103 (128)
188 (361)
254 (163)
84 (84)
49 (54)
1034 (851)
311 (401)
256 (283)
60 (76)
156 (142)
154 (239)
465 (1323)
6 (10)
159 (373)
23 (14)
285 (275)
231 (308)
167 (46)
1113 (718)
20 (12)
6 (29)
27 (163)
19 (10)
33 (227)
496 (1508)
277 (599)
29 (14)
624 (1532)
11 (8)
684 (560)
155 (149) 349 (375)
1251 (1005)
NTS
49 (248)
0 (0)
23 (133)
11 (10)
0 (0)
9 (42)
21 (66)
141 (26)
752 (1998)
268 (52)
42 (16)
1379 (1108)
55 (29)
1777 (1182)
4 (5)
806 (2285)
26 (88)
192 (496)
0 (0)
79 (116)
0 (0)
1 (0)
1 (2)
0 (3)
69 (191)
756 (2235)
258 (452)
3 (1)
1727 (1098)
147 (116)
58 (90)
71 (125)
641 (1761)
359 (280)
1856 (1450)
366 (430)
264 (342)
666 (1858)
1810 (1291)
0 (0)
96 (100)
1 (3)
0 (0)
147 (77)
0 (0)
223 (321)
61 (95)
43 (170)
219 (496)
3 (9)
5 (31)
6 (6)
921 (2131)
5 (5)
106 (83)
116 (330)
1241 (990)
'-.
/ \/
L L
L
J l l. - - +- J l l. +- l l. +-
J ., t r J ., t r t r --. --.
11\
L
J l l +-
J ., t t
-.
L
L
J l l. -
+- J l l. +-
J ., t r t r - -.
-.
11\
L
J l J l l. -
+-
J ., t J ., t r
-. --.
L
J l l. -
+- ,t
J ., t r 11\
--.
\I/
" /
XX = Mid-Day Peak-Hour
Traffic Volumes
Figure D-21
2024 Peak Trucks Condition Total Volumes Mid-Day at 3 Int I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
368
0 99
1086
0 0
1 6
142
1174
349
16 422
42 34
699
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 NTS
288
97 598
421
2 0
0 31
15 55
*
*
*
* *
*
*
*
= Not Analyzed
0 123
8 0
150
0 347
44 43
526
7 0
'-
/ \/
L L
L
J l l. - J l l. -
+- l l. +-
+-
.J , t t .J , t t t t
- - -. -.
II\
L
J l l +-
.J , t t
-.
L
L
J l l. -
+- J l l. +-
.J , t t t t - -.
-.
II\
L
J l J l l. -
+-
.J , t .J , t t
-. --.
L
J l l. -
+- ,t
.J , t t II\
--.
\/ '--
/
XX = WEMD Peak-Hour
Traffic Volumes
Figure D-22
2024 Peak Trucks Condition Total Volumes WEMD
I-880 SB Off
Ramp.
Champions
Wy.
Aviation
Ave.
ColemanAve.
CostcoDr.
Newhall
Dr.
ColemanAve.
I-880 NB
Ramps.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Airport
Blvd.
ColemanAve.
ColemanAve.
Brokaw
Rd.
ColemanAve.
ColemanAve.
Earthquakes
Wy.
ColemanAve.
Hedding
St.
238
0 117
52 26
1131
7 0
14 26
34 958
83 116
107
81 29
829
193
144
50 102
544
111
39 1241
17 1141
406
0 96
1244
1 0
0 1
102
1100
396
13 324
24 293
518
399
10 776
5 672
106 327
777
600
199
1302
916
91 72 258
1517
NTS
374
77 497
445
1 22
5 23
21 58
0 63
4 0
77 0 477
95 171
697
9 0
77 944
4 982
0 4 2
1309
'-
/ \ I
L L
L
J l l. - J l l. -
+- l l. +-
+-
.J , t t .J , t t t t
- - -. -.
11\
J l L
l +-
.J , t t
-.
L
L
J l l. -
+- J l l. +-
.J , t t t t - -.
-.
11\
L
J l J l l. -
+-
.J , t .J , t t
-. --.
L
J l l. -
+- ,t
.J , t t 11\
--.
\I/
'--
/
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:
x 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. x 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).
x 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. x 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.
x 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. x 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. ~ KlEWIT SHIR TRAYLOR
JOINT VENTURE
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 1
200'
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 1
200'
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
2/28/23, 9:09 AM Mail - Erica Roecks - Outlook
Re: VTA's BSVII CP2 CTMP for CSJ review by 02/15
Nelson, Brian < [email protected]>
Tue 2/28/2023 8:33 AM
To: Erica Roecks <[email protected]>;Lee, Jeff <[email protected]>;Aoun, Alisar <[email protected]> ;Lu, Stacey < [email protected]> ;Tani, Andrew <[email protected]>;Sadorra, Rey <[email protected]>;Merrill, Thomas Jr. <[email protected]>;Tranngo, Tan <[email protected]> Cc: Bernice Alaniz <[email protected]>;Merrick Howarth <[email protected]>;Paul Hetu < [email protected] >;Bruce Shewchuk < [email protected] > ;Erin Sheelen <[email protected] > Hi Erica,
The following are traffic counts that were obtained by our Signal Operations group during a typical PayPal Park event with ingress lasting approximately 1.5 hours and egress lasting approximately 1 hour. *Coleman is N/S, side streets are E/W*
Ingress
Earthquakes & Coleman
Phase 1 (Left turn into earthquakes)= 1780 cars
Phase 2 (Southbound Coleman) = 1506 cars
Phase 2 (Southbound Coleman turning onto earthquakes) = 339 cars Coleman & Newhall
Phase 1 (Left turn onto Newhall)= 1240
Phase 2 (Southbound Coleman) = 1256
Phase 2 (Right turn into Newhall) = 250
Phase 3 (Left turn onto N Coleman) = 464
Phase 8 (Right turn onto S Coleman) = 691
~gress
Earthquakes & Coleman
Phase 2 (Southbound Coleman) = 630 Cars
- Phase 2 count may be inaccurate due to the angle of the camera not allowing me to see into the farright lane. Also Phase 8 Turning right used all 3 lanes Phase 6 (Northbound Coleman) = 311 Cars
Phase 8 (Turning Left onto N. Coleman) = 106 cars
Phase 8 (Turning Right onto S. Coleman) = 1,209 Cars
Aviation & Coleman
Phase 1 (Northbound Left Turn onto Aviation): Total Cars= 102 -Only 26 cars made a correct left turn, while 76 made an illegal u turn.
Phase 2 (Southbound through): Total Cars= 425
Total Pedestrians: About 310
Phase 3 (Eastbound through/left): Total Cars= 856 Cars
-Left Turn: 770
-Right Turn: 76
-right turns due to lack of personnel before main egress period beginning and after main outflow of cars leaving.
Total Pedestrians: 83
https://outlook.office.com/mail/inbox/id/AAQkAGMwMjA0ZmZiLTcXZTYtNDQ4NC1hNzViLTZIMjJjMjUwMmU0MQAQAEfPyprGa3IJo%2F1qi1VUDec%3D 1/7 2/28/23, 9:09 AM Mail - Erica Roecks - Outlook
Phase 6 (Northbound): Total Cars = 387
Phase 7 (Westbound Left onto Southbound Coleman): Total Cars= 58 Champion & Coleman
Phase 2 (Southbound): Total Cars= 419
Total Pedestrians= About 310
Phase 3 (Eastbound left onto Northbound Coleman): Total Cars= 923 Phase 4 (North leg crosswalk crossing Coleman: Total Pedestrians= 16 Phase 8 (Eastbound right onto Southbound Coleman): Total Cars = 14 Coleman & Newhall
Phase 1 (Northbound left onto Newhall): Total Cars= 282 Phase 2 (Southbound Coleman): Total Cars= 1768
Total Peds = 939
Phase 3 (Eastbound left onto Northbound Coleman): Total Cars= 21 Phase 8 (Eastbound right onto Southbound Coleman): Total Cars = 786 Phase 4 (North leg crosswalk crossing Coleman): Total Pedestrians = 19 Coleman & Mckendrie (Left Turn onto 880)
Total Cars = 1081
If you have any questions, please let us know.
Thanks.
Brian Nelson
Senior Engineer, Parking and Downtown Operations
City of San Jose, Department of Transportation
200 East Santa Clara Street, San Jose, CA 95113
408-975-3278
From: Erica Roecks <[email protected]>
Sent: Friday, February 24, 2023 1:57 PM
To: Nelson, Brian <[email protected]>; Lee, Jeff <[email protected]>; Aoun, Alisar <[email protected]>; Lu, Stacey <[email protected]>; Tani, Andrew <[email protected]>; Sadorra, Rey <[email protected]>; Merrill, Thomas Jr. <[email protected]>
Cc: Bernice Alaniz <[email protected]>; Merrick Howarth <[email protected]>; Paul Hetu <[email protected]>; Bruce Shewchuk <[email protected]>; Erin Sheelen <[email protected]> Subject: Re: VTA's BSVII CP2 CTMP for CSJ review by 02/15 [External Email]
Great, thank you Brian!!
Erica
Erica Roecks, PE
https://outlook.office.com/mail/inbox/id/AAQkAGMwMjA0ZmZiLTcXZTYtNDQ4NC1hNzViLTZIMjJjMjUwMmU0MQAQAEfPyprGa3IJo%2F1qi1VUDec%3D 2/7 4ueues 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 0000
Storage Cap Reductn 0000
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 000000030
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
__ "i ttf+
4ueues 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 00000
Storage Cap Reductn 00000
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
__ "i ttf+
4ueues 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 00000
Storage Cap Reductn 00000
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 000000050
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
__ "i ttf+
4ueues 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 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
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
__ "i ttf+
4ueues 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 00000
Storage Cap Reductn 00000
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 000000050
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
__ "i ttf+
4ueues 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 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
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
__ "i ttf+
4ueues 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 0000
Storage Cap Reductn 0000
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 000000030
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
__ "i ttf+
4ueues 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 00000
Storage Cap Reductn 00000
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
__ "i ttf+
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 00000000000000101
Lights (Classes II & III) 0 60 0 347 0 0 1841 143 0 1 0 0 5325 652 03,374 Mediums (Classes IV, V & VI) 0 1 0 3 3 010 1 0 1 0 0 0 014 134 Articulated (Classes VII - XIII) 00000000000000404
Total 0 61 0 350 3 0 1851 144 0 2 0 0 5325 671 13,413
Total Motorized Vehicles 0 61 0 350 3 0 1851 144 0 2 0 0 5325 670 13,412 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
2 000
1.0% 0.7% 50.0% 1.9%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Peek Hour AUVenleles" 141 1 UI , fll
__ _J _. _ -'-L : ...._ J ,jJ I ,..L ,.,\... 1 _:1::, DII' I ..J ■ ... ( - '8 u ta _ ,,111 _ • r m - ta 11• M,I ,,, "\, ,.c-• 'l'J'UI
7 -•·1 F'· - I I I tll'QI • ... f t! I'll!
NOi■ T _ _,_,_.,._,....,._
_J~ L
-
• I· ·i• · ·I-I
7 -·'·-1
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 00000000000000000
Lights (Classes II & III) 0 294 0 434 1 0 800 116 0 0 0 0 2540 1538 13,726 Mediums (Classes IV, V & VI) 0 0 0 0 0 0 9 0 0 0 0 0 0 213 024 Articulated (Classes VII - XIII) 00000000000000101
Total 0 294 0434 1 0809 116 0 0 0 0 2542 1552 1 3,751
Total Motorized Vehicles 0294 0434 1 0809 116 0 0 0 0 2542 1552 13,751 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
Peak Hour
Bii:::)'Ck!S on Rood Pedestrians
_J-·.,·-L
> I I-~' ·. I' :
I • I 7 -~··,-I
D-4 SYNCHRO MODEL RESULTS
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim AM 3: Coleman Ave Champions Wy 05/26/2023
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 000000
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
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim AM 13: Coleman Ave Airport Blvd 05/26/2023
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 000000
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. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim AM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
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 000000
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 05/26/2023
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 000000000000
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 12345678
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. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 2: Coleman Ave Brokaw Rd 05/30/2023
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) 108 22 104 26 6 19 213 959 161 18 311 32 Future Volume (vph) 108 22 104 26 6 19 213 959 161 18 311 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.99 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 Frt 1.00 0.88 1.00 0.89 1.00 0.98 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1656 1503 1805 1666 1736 4880 1626 3252 1416 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1656 1503 1805 1666 1736 4880 1626 3252 1416 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) 124 25 119 30 7 22 244 1099 185 21 356 37 RTOR Reduction (vph) 0 108 0 0 21 0 0 10 0 0 0 19
Lane Group Flow (vph) 124 36 0 30 8 0 244 1274 0 21 356 18 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 Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 11.8 13.1 6.0 6.5 31.1 94.0 4.5 67.4 67.4 Effective Green, g (s) 11.8 13.1 6.0 6.5 31.1 94.0 4.5 67.4 67.4 Actuated g/C Ratio 0.08 0.09 0.04 0.05 0.22 0.67 0.03 0.48 0.48 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 139 140 77 77 385 3276 52 1565 681
v/s Ratio Prot c0.07 0.02 c0.14 c0.26 0.01 0.11
v/s Ratio Perm c0.02 0.00 0.01
v/c Ratio 0.89 0.26 0.39 0.10 0.63 0.39 0.40 0.23 0.03
Uniform Delay, d1 63.5 58.9 65.2 64.0 49.3 10.2 66.4 21.1 19.1 Progression Factor 1.00 1.00 1.00 1.00 0.76 1.01 1.00 1.00 1.00 Incremental Delay, d2 46.3 0.4 1.2 0.2 2.9 0.3 1.9 0.3 0.1 Delay (s) 109.8 59.3 66.4 64.2 40.2 10.7 68.3 21.5 19.1 Level of Service F E E E D B E C B
Approach Delay (s) 82.7 65.3 15.4 23.6
Approach LOS F E B C
Intersection Summary
HCM 2000 Control Delay 26.1 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) 23.2 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 7: Coleman Ave Aviation Ave 05/26/2023
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 16 552
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
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 7: Coleman Ave Aviation Ave 05/26/2023
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 05/26/2023
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 00000
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. 05/26/2023
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
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 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 52
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 EEBB
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 Mc.endrie St/I-880 NB Ramps 05/26/2023 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 05/26/2023
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 3: Coleman Ave Champions Wy 05/30/2023
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 000000
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
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B AM 13: Coleman Ave Airport Blvd 05/30/2023
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 000000
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. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B AM 14: Coleman Ave I-880 SB Off Ramp 05/30/2023
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 000000
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 05/30/2023
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 000000000000
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 12345678
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. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 2: Coleman Ave Brokaw Rd 05/30/2023
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) 108 22 108 26 6 19 217 959 161 18 311 32 Future Volume (vph) 108 22 108 26 6 19 217 959 161 18 311 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.99 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 Frt 1.00 0.88 1.00 0.89 1.00 0.98 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1656 1479 1805 1666 1703 4880 1626 3252 1416 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1656 1479 1805 1666 1703 4880 1626 3252 1416 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) 124 25 124 30 7 22 249 1099 185 21 356 37 RTOR Reduction (vph) 0 112 0 0 21 0 0 10 0 0 0 20
Lane Group Flow (vph) 124 37 0 30 8 0 249 1274 0 21 356 17 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 9% 9% 11% 0% 0% 0% 6% 4% 4% 11% 11% 11% Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 11.8 13.1 6.0 6.5 33.0 94.0 4.5 65.5 65.5 Effective Green, g (s) 11.8 13.1 6.0 6.5 33.0 94.0 4.5 65.5 65.5 Actuated g/C Ratio 0.08 0.09 0.04 0.05 0.24 0.67 0.03 0.47 0.47 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 139 138 77 77 401 3276 52 1521 662
v/s Ratio Prot c0.07 0.02 c0.15 c0.26 0.01 0.11
v/s Ratio Perm c0.02 0.00 0.01
v/c Ratio 0.89 0.27 0.39 0.10 0.62 0.39 0.40 0.23 0.03
Uniform Delay, d1 63.5 59.0 65.2 64.0 47.9 10.2 66.4 22.3 20.1 Progression Factor 1.00 1.00 1.00 1.00 0.75 1.01 1.00 1.00 1.00 Incremental Delay, d2 46.3 0.4 1.2 0.2 2.5 0.3 1.9 0.4 0.1 Delay (s) 109.8 59.4 66.4 64.2 38.5 10.7 68.3 22.6 20.1 Level of Service F E E E D B E C C
Approach Delay (s) 82.3 65.3 15.2 24.7
Approach LOS F E B C
Intersection Summary
HCM 2000 Control Delay 26.3 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) 23.2 Intersection Capacity Utilization 66.5% ICU Level of Service C 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 05/30/2023
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 16 552
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 72.0 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
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 7: Coleman Ave Aviation Ave 05/30/2023
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 05/30/2023
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 00000
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 1.09
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. 05/30/2023
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
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/30/2023 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 52
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 EEBB
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 Mc.endrie St/I-880 NB Ramps 05/30/2023 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 05/30/2023
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 3: Coleman Ave Champions Wy 05/30/2023
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 000000
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
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B AM 13: Coleman Ave Airport Blvd 05/30/2023
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 000000
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. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B AM 14: Coleman Ave I-880 SB Off Ramp 05/30/2023
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 000000
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 05/30/2023
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 000000000000
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 12345678
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. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 2: Coleman Ave Brokaw Rd 05/30/2023
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) 108 22 113 26 6 19 222 959 161 18 311 32 Future Volume (vph) 108 22 113 26 6 19 222 959 161 18 311 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.99 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 Frt 1.00 0.87 1.00 0.89 1.00 0.98 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1656 1434 1805 1666 1671 4880 1626 3252 1416 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1656 1434 1805 1666 1671 4880 1626 3252 1416 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) 124 25 130 30 7 22 254 1099 185 21 356 37 RTOR Reduction (vph) 0 118 0 0 21 0 0 10 0 0 0 20
Lane Group Flow (vph) 124 37 0 30 8 0 254 1274 0 21 356 17 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 9% 9% 15% 0% 0% 0% 8% 4% 4% 11% 11% 11% Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 11.8 13.3 6.0 6.7 34.8 93.8 4.5 63.5 63.5 Effective Green, g (s) 11.8 13.3 6.0 6.7 34.8 93.8 4.5 63.5 63.5 Actuated g/C Ratio 0.08 0.10 0.04 0.05 0.25 0.67 0.03 0.45 0.45 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 139 136 77 79 415 3269 52 1475 642
v/s Ratio Prot c0.07 0.02 c0.15 c0.26 0.01 0.11
v/s Ratio Perm c0.03 0.00 0.01
v/c Ratio 0.89 0.27 0.39 0.10 0.61 0.39 0.40 0.24 0.03
Uniform Delay, d1 63.5 58.9 65.2 63.8 46.6 10.3 66.4 23.5 21.2 Progression Factor 1.00 1.00 1.00 1.00 0.76 1.01 1.00 1.00 1.00 Incremental Delay, d2 46.3 0.4 1.2 0.2 2.2 0.3 1.9 0.4 0.1 Delay (s) 109.8 59.3 66.4 64.0 37.4 10.8 68.3 23.9 21.2 Level of Service F E E E D B E C C
Approach Delay (s) 81.7 65.2 15.2 25.9
Approach LOS F E B C
Intersection Summary
HCM 2000 Control Delay 26.5 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) 23.2 Intersection Capacity Utilization 66.8% ICU Level of Service C 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 05/30/2023
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 16 552
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 1.02 0.93 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 70.6 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
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 7: Coleman Ave Aviation Ave 05/30/2023
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 05/30/2023
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 00000
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 1.08
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. 05/30/2023
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
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/30/2023 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 52
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 05/30/2023
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 Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 3: Coleman Ave Champions Wy 05/26/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 102 5 112 1184 877 6
Future Volume (vph) 102 5 112 1184 877 6
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 1.00 1.00 0.91 0.91
Frt 1.00 0.85 1.00 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1805 1615 1752 5036 5030
Flt Permitted 0.95 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1805 1615 1752 5036 5030
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor (vph) 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 115 6 127 1338 991 7
RTOR Reduction (vph) 050000
Lane Group Flow (vph) 115 1 127 1338 998 0
Heavy Vehicles (%) 0% 0% 3% 3% 3% 6%
Turn Type Prot pm+ov Prot NA NA
Protected Phases 3 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 15.2 16.4 16.4 114.5 92.4
Effective Green, g (s) 15.2 16.4 16.4 114.5 92.4
Actuated g/C Ratio 0.11 0.12 0.12 0.82 0.66
Clearance Time (s) 4.6 5.7 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 4.0 5.0 5.0
Lane Grp Cap (vph) 195 189 205 4118 3319
v/s Ratio Prot c0.06 0.00 c0.07 c0.27 0.20
v/s Ratio Perm
v/c Ratio 0.59 0.00 0.62 0.32 0.30
Uniform Delay, d1 59.4 54.6 58.8 3.2 10.1
Progression Factor 1.00 1.00 1.07 1.73 0.46
Incremental Delay, d2 5.3 0.0 5.4 0.2 0.2
Delay (s) 64.7 54.6 68.2 5.7 4.9
Level of Service E D E A A
Approach Delay (s) 64.2 11.1 4.9
Approach LOS E B A
Intersection Summary
HCM 2000 Control Delay 11.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
_____ "i 7' "i ;;; ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 13: Coleman Ave Airport Blvd 05/26/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 56 141 1751 345 68 582
Future Volume (vph) 56 141 1751 345 68 582
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.3 6.2 5.7 5.7 6.2 5.7
Lane Util. Factor 0.97 1.00 0.86 1.00 0.97 0.91
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3367 1553 6471 1583 3335 5036
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3367 1553 6471 1583 3335 5036
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor (vph) 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 63 159 1979 390 77 658
RTOR Reduction (vph) 0 3 0 100 0 0
Lane Group Flow (vph) 63 156 1979 290 77 658
Heavy Vehicles (%) 4% 4% 1% 2% 5% 3%
Turn Type Prot pm+ov NA Perm Prot NA
Protected Phases 4 5 6 5 2
Permitted Phases 4 6
Actuated Green, G (s) 7.6 19.3 102.5 102.5 11.7 120.4
Effective Green, g (s) 7.6 19.3 102.5 102.5 11.7 120.4
Actuated g/C Ratio 0.05 0.14 0.73 0.73 0.08 0.86
Clearance Time (s) 6.3 6.2 5.7 5.7 6.2 5.7
Vehicle Extension (s) 4.0 3.0 5.0 5.0 3.0 5.0
Lane Grp Cap (vph) 182 214 4737 1158 278 4330
v/s Ratio Prot 0.02 c0.06 c0.31 0.02 0.13
v/s Ratio Perm 0.04 0.18
v/c Ratio 0.35 0.73 0.42 0.25 0.28 0.15
Uniform Delay, d1 63.8 57.8 7.2 6.2 60.2 1.6
Progression Factor 1.00 1.00 0.37 0.00 0.97 0.70
Incremental Delay, d2 1.6 11.6 0.2 0.4 0.5 0.1
Delay (s) 65.4 69.4 2.9 0.4 59.1 1.2
Level of Service E E A A E A
Approach Delay (s) 68.3 2.5 7.2
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 8.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 18.2 Intersection Capacity Utilization 45.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 254 318 1740 0 0 646
Future Volume (vph) 254 318 1740 0 0 646
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 5.1 5.7 5.7
Lane Util. Factor 0.97 1.00 0.91 0.91
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 3273 1524 5085 5085
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 3273 1524 5085 5085
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor (vph) 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 287 359 1967 0 0 730
RTOR Reduction (vph) 050000
Lane Group Flow (vph) 287 354 1967 0 0 730
Heavy Vehicles (%) 7% 6% 2% 2% 3% 2%
Turn Type Prot Perm NA NA
Protected Phases 4 6 2
Permitted Phases 4
Actuated Green, G (s) 40.0 40.0 89.2 89.2
Effective Green, g (s) 40.0 40.0 89.2 89.2
Actuated g/C Ratio 0.29 0.29 0.64 0.64
Clearance Time (s) 5.1 5.1 5.7 5.7
Vehicle Extension (s) 4.0 4.0 5.0 5.0
Lane Grp Cap (vph) 935 435 3239 3239
v/s Ratio Prot 0.09 c0.39 0.14
v/s Ratio Perm c0.23
v/c Ratio 0.31 0.81 0.61 0.23
Uniform Delay, d1 39.1 46.5 15.0 10.8
Progression Factor 1.00 1.00 0.77 1.27
Incremental Delay, d2 0.3 11.7 0.8 0.2
Delay (s) 39.4 58.2 12.3 13.8
Level of Service D E B B
Approach Delay (s) 49.8 12.3 13.8
Approach LOS D B B
Intersection Summary
HCM 2000 Control Delay 19.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 10.8 Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
;;; --------
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 17: Coleman Ave Hedding St 05/26/2023
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) 244 181 99 58 246 299 81 994 47 148 447 150 Future Volume (vph) 244 181 99 58 246 299 81 994 47 148 447 150 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.1 5.1 5.1 5.1 5.0 5.7 5.7 5.7
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.99 1.00 0.99 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 Frt 1.00 0.95 1.00 0.92 1.00 0.99 1.00 0.96
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3367 3262 1736 3162 1736 3448 3367 4780 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3367 3262 1736 3162 1736 3448 3367 4780 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) 276 205 112 66 278 338 92 1124 53 167 505 170 RTOR Reduction (vph) 0 53 0 0 146 0 0 2 0 0 44 0
Lane Group Flow (vph) 276 264 0 66 470 0 92 1175 0 167 631 0 Confl. Peds. (#/hr) 1 7 7 1 2 2
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 3 8 7 4 1 6 5 2
Permitted Phases
Actuated Green, G (s) 14.4 32.2 8.8 26.6 21.8 66.0 11.4 56.3 Effective Green, g (s) 14.4 32.2 8.8 26.6 21.8 66.0 11.4 56.3 Actuated g/C Ratio 0.10 0.23 0.06 0.19 0.16 0.47 0.08 0.40 Clearance Time (s) 5.1 5.1 5.1 5.1 5.0 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 346 750 109 600 270 1625 274 1922
v/s Ratio Prot c0.08 0.08 0.04 c0.15 0.05 c0.34 c0.05 0.13 v/s Ratio Perm
v/c Ratio 0.80 0.35 0.61 0.78 0.34 0.72 0.61 0.33
Uniform Delay, d1 61.4 45.2 63.9 54.0 52.7 29.7 62.1 28.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.12 Incremental Delay, d2 12.1 0.3 9.2 6.6 3.4 2.8 3.8 0.5
Delay (s) 73.4 45.4 73.1 60.6 56.1 32.5 65.1 32.6
Level of Service E D E E E C E C
Approach Delay (s) 58.5 61.8 34.2 39.1
Approach LOS E E C D
Intersection Summary
HCM 2000 Control Delay 45.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 21.6 Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 2: Coleman Ave Brokaw Rd 05/26/2023
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 1482 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 1482 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% 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) 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) 217 220 594 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 1.75 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
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 7: Coleman Ave Aviation Ave 05/26/2023
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 16 552
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 27.9
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
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 7: Coleman Ave Aviation Ave 05/26/2023
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 05/26/2023
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 00000
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. 05/26/2023
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 000000050
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
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 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 52
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 EEBB
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 Mc.endrie St/I-880 NB Ramps 05/26/2023 AM Peak Synchro 11 Report
KIE Page 7
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 52: Brokaw Rd Costco 05/30/2023
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) 1 83 0 41 50 214 0 0 141 211 5 3
Future Volume (vph) 1 83 0 41 50 214 0 0 141 211 5 3
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 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
Frt 1.00 1.00 1.00 0.88 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1796 1598 1770 1558 1611 1774
Flt Permitted 0.54 1.00 0.70 1.00 1.00 0.95
Satd. Flow (perm) 1028 1598 1297 1558 1611 1774
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) 1 94 0 46 57 242 0 0 159 239 6 3
RTOR Reduction (vph) 0 0 0 0 115 0 0 147 0 0 1 0
Lane Group Flow (vph) 1 94 0 46 184 0 0 12 0 0 247 0
Confl. Peds. (#/hr) 4 4 1
Heavy Vehicles (%) 0% 7% 2% 2% 8% 4% 2% 2% 2% 2% 2% 2%
Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 36.6 36.6 36.6 36.6 5.5 14.4
Effective Green, g (s) 36.6 36.6 36.6 36.6 5.5 14.4
Actuated g/C Ratio 0.52 0.52 0.52 0.52 0.08 0.21
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 537 835 678 814 126 364
v/s Ratio Prot 0.06 c0.12 c0.01 c0.14
v/s Ratio Perm 0.00 0.04
v/c Ratio 0.00 0.11 0.07 0.23 0.10 0.68
Uniform Delay, d1 8.0 8.5 8.3 9.0 29.9 25.7
Progression Factor 1.00 1.00 0.31 1.11 1.00 1.00
Incremental Delay, d2 0.0 0.3 0.2 0.6 0.3 5.0
Delay (s) 8.0 8.7 2.7 10.6 30.3 30.6
Level of Service A A A B C C
Approach Delay (s) 8.7 9.6 30.3 30.6
Approach LOS A A C C
Intersection Summary
HCM 2000 Control Delay 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 49.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B AM 3: Coleman Ave Champions Wy 05/26/2023
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 000000
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
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B AM 13: Coleman Ave Airport Blvd 05/26/2023
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 000000
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. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B AM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
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 000000
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 05/26/2023
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 000000000000
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 12345678
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. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 2: Coleman Ave Brokaw Rd 05/26/2023
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 1703 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 1703 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 98 0 0 20 0 9 0 0 0 20
Lane Group Flow (vph) 167 168 69 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% 6% 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 57.8 4.9 4.9 4.9 32.2 88.1 4.4 60.3 60.3 Effective Green, g (s) 19.4 19.4 57.8 4.9 4.9 4.9 32.2 88.1 4.4 60.3 60.3 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) 217 220 617 60 61 56 391 3077 51 2012 609 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 0.27 0.03 Uniform Delay, d1 58.1 58.1 25.3 65.9 65.9 65.2 48.5 13.4 66.5 25.6 22.9 Progression Factor 1.05 1.05 1.43 1.00 1.00 1.00 1.14 0.31 1.00 1.00 1.00 Incremental Delay, d2 13.2 12.6 0.0 1.0 1.0 0.0 2.6 0.5 1.8 0.3 0.1 Delay (s) 74.3 73.7 36.3 66.9 66.9 65.2 58.0 4.7 68.3 26.0 23.0 Level of Service E E D E E E E A E C C
Approach Delay (s) 61.5 66.3 12.6 27.2
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 25.6 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
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 7: Coleman Ave Aviation Ave 05/26/2023
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 16 552
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 0.69 2.31 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 49.8 27.3 Level of Service E E E E E E A A D C
Approach Delay (s) 63.8 70.3 17.2 27.9
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 22.4 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
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 7: Coleman Ave Aviation Ave 05/26/2023
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 05/26/2023
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 00000
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 75.4 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. 05/26/2023
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 3273 5084 4958
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2584 1900 1900 3273 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 0 192 1 1 0 263 1872 3 0 816 75
RTOR Reduction (vph) 0 0 141 000000050
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% 7% 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 42.5 1.4 7.6 16.9 103.3 80.7 Effective Green, g (s) 15.4 37.5 1.4 7.6 16.9 103.3 80.7 Actuated g/C Ratio 0.11 0.27 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) 153 692 19 103 395 3751 2857
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 38.3 68.6 62.6 58.9 7.6 15.3
Progression Factor 1.00 1.00 1.00 1.00 1.10 0.63 0.15
Incremental Delay, d2 5.6 0.0 1.2 0.0 3.9 0.4 0.3
Delay (s) 64.7 38.3 69.8 62.7 68.3 5.2 2.6
Level of Service E D E E E A A
Approach Delay (s) 46.5 66.2 13.0 2.6
Approach LOS D E B A
Intersection Summary
HCM 2000 Control Delay 13.0 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
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 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 52
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 59.6 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 Mc.endrie St/I-880 NB Ramps 05/26/2023 AM Peak Synchro 11 Report
KIE Page 7
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 52: Brokaw Rd Costco 05/30/2023
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) 1 87 0 41 54 214 0 0 141 211 5 3
Future Volume (vph) 1 87 0 41 54 214 0 0 141 211 5 3
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 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
Frt 1.00 1.00 1.00 0.88 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1796 1541 1770 1543 1611 1774
Flt Permitted 0.54 1.00 0.69 1.00 1.00 0.95
Satd. Flow (perm) 1021 1541 1292 1543 1611 1774
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) 1 98 0 46 61 242 0 0 159 239 6 3
RTOR Reduction (vph) 0 0 0 0 115 0 0 147 0 0 1 0
Lane Group Flow (vph) 1 98 0 46 188 0 0 12 0 0 247 0
Confl. Peds. (#/hr) 4 4 1
Heavy Vehicles (%) 0% 11% 2% 2% 14% 4% 2% 2% 2% 2% 2% 2% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 36.6 36.6 36.6 36.6 5.5 14.4
Effective Green, g (s) 36.6 36.6 36.6 36.6 5.5 14.4
Actuated g/C Ratio 0.52 0.52 0.52 0.52 0.08 0.21
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 533 805 675 806 126 364
v/s Ratio Prot 0.06 c0.12 c0.01 c0.14
v/s Ratio Perm 0.00 0.04
v/c Ratio 0.00 0.12 0.07 0.23 0.10 0.68
Uniform Delay, d1 8.0 8.5 8.3 9.1 29.9 25.7
Progression Factor 1.00 1.00 0.76 3.64 1.00 1.00
Incremental Delay, d2 0.0 0.3 0.2 0.6 0.3 5.0
Delay (s) 8.0 8.8 6.5 33.6 30.3 30.6
Level of Service A A A C C C
Approach Delay (s) 8.8 30.0 30.3 30.6
Approach LOS A C C C
Intersection Summary
HCM 2000 Control Delay 27.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B AM 3: Coleman Ave Champions Wy 05/26/2023
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 000000
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 0.97 0.97
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 0.3
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
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B AM 13: Coleman Ave Airport Blvd 05/26/2023
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 000000
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. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B AM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
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 000000
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 05/26/2023
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 000000000000
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 12345678
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. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 2: Coleman Ave Brokaw Rd 05/26/2023
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 1671 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 1671 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 99 0 0 20 0 9 0 0 0 21
Lane Group Flow (vph) 167 168 74 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% 8% 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 59.7 4.9 4.9 4.9 34.1 88.1 4.4 58.4 58.4 Effective Green, g (s) 19.4 19.4 59.7 4.9 4.9 4.9 34.1 88.1 4.4 58.4 58.4 Actuated g/C Ratio 0.14 0.14 0.43 0.04 0.04 0.04 0.24 0.63 0.03 0.42 0.42 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) 217 220 620 60 61 56 407 3077 51 1949 590 v/s Ratio Prot c0.11 0.11 0.05 c0.01 0.01 0.00 c0.15 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 0.62 0.45 0.39 0.28 0.03 Uniform Delay, d1 58.1 58.1 24.3 65.9 65.9 65.2 47.1 13.4 66.5 26.9 24.0 Progression Factor 0.87 0.87 2.29 1.00 1.00 1.00 1.26 0.54 1.00 1.00 1.00 Incremental Delay, d2 13.2 12.7 0.0 1.0 1.0 0.0 2.3 0.5 1.8 0.4 0.1 Delay (s) 63.8 63.2 55.5 66.9 66.9 65.2 61.8 7.7 68.3 27.2 24.1 Level of Service E E E E E E E A E C C
Approach Delay (s) 60.8 66.3 16.0 28.4
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
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 7: Coleman Ave Aviation Ave 05/26/2023
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 16 552
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 79.1 3.8 5.4 58.3 9.4 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
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 7: Coleman Ave Aviation Ave 05/26/2023
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 05/26/2023
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 00000
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 1.14
Incremental Delay, d2 0.1 0.0 1.3 0.3 0.1
Delay (s) 59.7 59.5 82.7 1.1 5.9
Level of Service E E F A A
Approach Delay (s) 59.6 3.5 5.9
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 4.9 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. 05/26/2023
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 3099 5035 4915
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2389 1900 1900 3099 5035 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 0 149 000000050
Lane Group Flow (vph) 0 86 60 1 1 0 280 1881 0 0 892 0
Confl. Peds. (#/hr) 1 1 2 2
Heavy Vehicles (%) 3% 3% 19% 0% 0% 0% 13% 3% 2% 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 45.2 1.4 7.6 19.6 103.3 78.0 Effective Green, g (s) 15.4 40.2 1.4 7.6 19.6 103.3 78.0 Actuated g/C Ratio 0.11 0.29 0.01 0.05 0.14 0.74 0.56
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) 153 685 19 103 433 3715 2738
v/s Ratio Prot c0.03 0.00 c0.09 c0.37 0.18
v/s Ratio Perm c0.06 c0.00
v/c Ratio 0.56 0.09 0.05 0.01 0.65 0.51 0.33
Uniform Delay, d1 59.1 36.5 68.6 62.6 56.9 7.7 16.8
Progression Factor 1.00 1.00 1.00 1.00 1.23 0.44 0.95
Incremental Delay, d2 5.6 0.1 1.2 0.0 3.0 0.5 0.3
Delay (s) 64.7 36.5 69.8 62.7 72.8 3.8 16.3
Level of Service E D E E E A B
Approach Delay (s) 44.8 66.2 12.8 16.3
Approach LOS D E B B
Intersection Summary
HCM 2000 Control Delay 16.6 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 60.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 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 52
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 0.94 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 58.0 4.1
Level of Service E E E B B E A
Approach Delay (s) 68.0 58.5 13.1 20.1
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 Mc.endrie St/I-880 NB Ramps 05/26/2023 AM Peak Synchro 11 Report
KIE Page 7
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 52: Brokaw Rd Costco 05/30/2023
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) 1 92 0 41 59 214 0 0 141 211 5 3
Future Volume (vph) 1 92 0 41 59 214 0 0 141 211 5 3
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 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
Frt 1.00 1.00 1.00 0.88 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1796 1474 1770 1523 1611 1774
Flt Permitted 0.53 1.00 0.69 1.00 1.00 0.95
Satd. Flow (perm) 1010 1474 1285 1523 1611 1774
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) 1 104 0 46 67 242 0 0 159 239 6 3
RTOR Reduction (vph) 0 0 0 0 116 0 0 147 0 0 1 0
Lane Group Flow (vph) 1 104 0 46 193 0 0 12 0 0 247 0
Confl. Peds. (#/hr) 4 4 1
Heavy Vehicles (%) 0% 16% 2% 2% 21% 4% 2% 2% 2% 2% 2% 2% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 36.5 36.5 36.5 36.5 5.5 14.5
Effective Green, g (s) 36.5 36.5 36.5 36.5 5.5 14.5
Actuated g/C Ratio 0.52 0.52 0.52 0.52 0.08 0.21
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 526 768 670 794 126 367
v/s Ratio Prot 0.07 c0.13 c0.01 c0.14
v/s Ratio Perm 0.00 0.04
v/c Ratio 0.00 0.14 0.07 0.24 0.10 0.67
Uniform Delay, d1 8.0 8.6 8.3 9.2 29.9 25.6
Progression Factor 1.00 1.00 1.05 1.66 1.00 1.00
Incremental Delay, d2 0.0 0.4 0.2 0.7 0.3 4.8
Delay (s) 8.0 9.0 8.9 15.9 30.3 30.4
Level of Service A A A B C C
Approach Delay (s) 9.0 15.0 30.3 30.4
Approach LOS A B C C
Intersection Summary
HCM 2000 Control Delay 21.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.34
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim MD at 3 Int 2: Coleman Ave Brokaw Rd 05/30/2023
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) 244 16 292 54 15 30 310 472 95 33 515 41 Future Volume (vph) 244 16 292 54 15 30 310 472 95 33 515 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.99 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 Frt 1.00 0.86 1.00 0.90 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1787 1587 1770 1659 1736 4843 1719 3438 1538 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1787 1587 1770 1659 1736 4843 1719 3438 1538 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) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 274 18 328 61 17 34 348 530 107 37 579 46 RTOR Reduction (vph) 0 275 0 0 30 0 0 18 0 0 0 35
Lane Group Flow (vph) 274 71 0 61 21 0 348 619 0 37 579 11 Confl. Peds. (#/hr) 4 6 6 4 1 1
Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 4% 4% 4% 5% 5% 5%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 11.8 17.7 8.1 13.2 35.0 56.9 4.9 26.8 26.8 Effective Green, g (s) 11.8 17.7 8.1 13.2 35.0 56.9 4.9 26.8 26.8 Actuated g/C Ratio 0.11 0.16 0.07 0.12 0.32 0.52 0.04 0.24 0.24 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 191 255 130 199 552 2505 76 837 374
v/s Ratio Prot c0.15 0.03 c0.20 0.13 0.02 c0.17
v/s Ratio Perm c0.04 0.01 0.01
v/c Ratio 1.43 0.28 0.47 0.11 0.63 0.25 0.49 0.69 0.03
Uniform Delay, d1 49.1 40.5 48.9 43.1 32.0 14.7 51.3 37.8 31.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 222.8 0.2 1.0 0.1 2.1 0.2 1.8 4.7 0.1 Delay (s) 271.9 40.8 49.9 43.2 34.0 14.9 53.1 42.5 31.8 Level of Service F D D D C B D D C
Approach Delay (s) 142.9 46.8 21.7 42.4
Approach LOS F D C D
Intersection Summary
HCM 2000 Control Delay 60.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim MD at 3 Int 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 2
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
__ "i ttf+
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Interim MD at 3 Int 52: Brokaw Rd Costco 05/30/2023
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 Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B MD at 3 Int 2: Coleman Ave Brokaw Rd 05/30/2023
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) 244 16 296 54 15 30 314 472 95 33 515 41 Future Volume (vph) 244 16 296 54 15 30 314 472 95 33 515 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.99 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 Frt 1.00 0.86 1.00 0.90 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1787 1558 1770 1659 1770 4843 1719 3438 1538 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1787 1558 1770 1659 1770 4843 1719 3438 1538 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) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 274 18 333 61 17 34 353 530 107 37 579 46 RTOR Reduction (vph) 0 279 0 0 30 0 0 18 0 0 0 35
Lane Group Flow (vph) 274 72 0 61 21 0 353 619 0 37 579 11 Confl. Peds. (#/hr) 4 6 6 4 1 1
Heavy Vehicles (%) 1% 1% 3% 2% 2% 2% 2% 4% 4% 5% 5% 5%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 11.8 17.7 8.1 13.2 34.7 56.9 4.9 27.1 27.1 Effective Green, g (s) 11.8 17.7 8.1 13.2 34.7 56.9 4.9 27.1 27.1 Actuated g/C Ratio 0.11 0.16 0.07 0.12 0.32 0.52 0.04 0.25 0.25 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 191 250 130 199 558 2505 76 846 378
v/s Ratio Prot c0.15 0.03 c0.20 0.13 0.02 c0.17
v/s Ratio Perm c0.05 0.01 0.01
v/c Ratio 1.43 0.29 0.47 0.11 0.63 0.25 0.49 0.68 0.03
Uniform Delay, d1 49.1 40.6 48.9 43.1 32.2 14.7 51.3 37.6 31.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 222.8 0.2 1.0 0.1 2.1 0.2 1.8 4.5 0.1 Delay (s) 271.9 40.8 49.9 43.2 34.3 14.9 53.1 42.0 31.6 Level of Service F D D D C B D D C
Approach Delay (s) 142.2 46.8 21.8 41.9
Approach LOS F D C D
Intersection Summary
HCM 2000 Control Delay 60.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 82.8% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B MD at 3 Int 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 2
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
__ "i ttf+
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B MD at 3 Int 52: Brokaw Rd Costco 05/30/2023
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 Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B MD at 3 Int 2: Coleman Ave Brokaw Rd 05/30/2023
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) 244 16 301 54 15 30 319 472 95 33 515 41 Future Volume (vph) 244 16 301 54 15 30 319 472 95 33 515 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.99 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 Frt 1.00 0.86 1.00 0.90 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1787 1529 1770 1659 1752 4843 1719 3438 1538 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1787 1529 1770 1659 1752 4843 1719 3438 1538 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) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 274 18 338 61 17 34 358 530 107 37 579 46 RTOR Reduction (vph) 0 284 0 0 30 0 0 18 0 0 0 35
Lane Group Flow (vph) 274 72 0 61 21 0 358 619 0 37 579 11 Confl. Peds. (#/hr) 4 6 6 4 1 1
Heavy Vehicles (%) 1% 1% 5% 2% 2% 2% 3% 4% 4% 5% 5% 5%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 11.8 17.7 8.1 13.2 35.9 56.9 4.9 25.9 25.9 Effective Green, g (s) 11.8 17.7 8.1 13.2 35.9 56.9 4.9 25.9 25.9 Actuated g/C Ratio 0.11 0.16 0.07 0.12 0.33 0.52 0.04 0.24 0.24 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 191 246 130 199 571 2505 76 809 362
v/s Ratio Prot c0.15 0.03 c0.20 0.13 0.02 c0.17
v/s Ratio Perm c0.05 0.01 0.01
v/c Ratio 1.43 0.29 0.47 0.11 0.63 0.25 0.49 0.72 0.03
Uniform Delay, d1 49.1 40.6 48.9 43.1 31.4 14.7 51.3 38.7 32.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 222.8 0.2 1.0 0.1 1.9 0.2 1.8 5.4 0.2 Delay (s) 271.9 40.9 49.9 43.2 33.2 14.9 53.1 44.0 32.5 Level of Service F D D D C B D D C
Approach Delay (s) 141.4 46.8 21.5 43.7
Approach LOS F D C D
Intersection Summary
HCM 2000 Control Delay 60.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 83.4% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B MD at 3 Int 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 2
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
__ "i ttf+
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B MD at 3 Int 52: Brokaw Rd Costco 05/30/2023
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 Signalized Intersection Capacity Analysis CP2 WP 2024 Background MD at 3 Int 2: Coleman Ave Brokaw Rd 05/30/2023
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) 1698 1708 1583 1681 1720 1583 1736 4868 1719 4940 1538 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) 1698 1708 1583 1681 1720 1583 1736 4868 1719 4940 1538 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 (%) 1% 1% 2% 2% 2% 2% 4% 4% 4% 5% 5% 5%
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) 18.6 18.6 43.8 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Effective Green, g (s) 18.6 18.6 43.8 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) 359 361 789 72 74 68 375 2140 70 1305 406 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 0.69 0.68 0.42 0.54 0.54 0.02 0.83 0.36 0.54 0.60 0.03 Uniform Delay, d1 31.9 31.9 14.0 41.1 41.1 40.2 32.9 16.3 41.3 28.3 24.0 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 4.3 4.2 0.1 4.4 4.3 0.0 14.5 0.0 4.5 0.5 0.0 Delay (s) 36.2 36.1 14.1 45.5 45.4 40.3 47.4 16.4 45.8 28.8 24.0 Level of Service D D B D D D D B D C C
Approach Delay (s) 26.5 43.9 25.3 29.3
Approach LOS CDCC
Intersection Summary
HCM 2000 Control Delay 27.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 87.8 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
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background MD at 3 Int 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 2
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 000000090
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
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background MD at 3 Int 52: Brokaw Rd Costco 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 112 0 42 34 340 0 0 147 516 0 7
Future Volume (vph) 8 112 0 42 34 340 0 0 147 516 0 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.86 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1648 1644 1771 1577 1627 1789
Flt Permitted 0.23 1.00 0.67 1.00 1.00 0.95
Satd. Flow (perm) 391 1644 1252 1577 1627 1789
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 10 134 0 50 41 408 0 0 176 619 0 8
RTOR Reduction (vph) 0 0 0 0 287 0 0 160 0 0 49 0
Lane Group Flow (vph) 10 134 0 50 162 0 0 16 0 0 578 0
Confl. Peds. (#/hr) 7 6 6 7 2 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 9% 4% 9% 1% 0% 1% 33% 33% 1% 1% 0% 1% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 19.0 19.0 19.0 19.0 5.8 25.8
Effective Green, g (s) 19.0 19.0 19.0 19.0 5.8 25.8
Actuated g/C Ratio 0.30 0.30 0.30 0.30 0.09 0.40
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 115 487 371 467 147 720
v/s Ratio Prot 0.08 c0.10 c0.01 c0.32
v/s Ratio Perm 0.03 0.04
v/c Ratio 0.09 0.28 0.13 0.35 0.11 0.80
Uniform Delay, d1 16.3 17.3 16.5 17.7 26.8 16.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.5 1.4 0.8 2.0 0.3 6.5
Delay (s) 17.8 18.7 17.3 19.7 27.1 23.4
Level of Service B B B B C C
Approach Delay (s) 18.6 19.5 27.1 23.4
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 22.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 64.1 Sum of lost time (s) 13.5 Intersection Capacity Utilization 74.1% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B MD at 3 Int 2: Coleman Ave Brokaw Rd 05/30/2023
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) 1698 1708 1568 1681 1720 1583 1770 4868 1719 4940 1538 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) 1698 1708 1568 1681 1720 1583 1770 4868 1719 4940 1538 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 (%) 1% 1% 3% 2% 2% 2% 2% 4% 4% 5% 5% 5%
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) 18.6 18.6 43.8 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Effective Green, g (s) 18.6 18.6 43.8 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) 359 361 782 72 74 68 383 2140 70 1305 406 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 0.69 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 41.3 28.3 24.0 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 4.3 4.2 0.1 4.4 4.3 0.0 13.4 0.0 4.5 0.5 0.0 Delay (s) 36.2 36.1 14.2 45.5 45.4 40.3 46.2 16.4 45.8 28.8 24.0 Level of Service D D B D D D D B D C C
Approach Delay (s) 26.5 43.9 25.0 29.3
Approach LOS CDCC
Intersection Summary
HCM 2000 Control Delay 27.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 87.8 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
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B MD at 3 Int 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 2
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 000000090
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
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B MD at 3 Int 52: Brokaw Rd Costco 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 116 0 42 38 340 0 0 147 516 0 7
Future Volume (vph) 8 116 0 42 38 340 0 0 147 516 0 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.87 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1648 1598 1771 1563 1627 1789
Flt Permitted 0.22 1.00 0.67 1.00 1.00 0.95
Satd. Flow (perm) 379 1598 1246 1563 1627 1789
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 10 139 0 50 46 408 0 0 176 619 0 8
RTOR Reduction (vph) 0 0 0 0 287 0 0 160 0 0 49 0
Lane Group Flow (vph) 10 139 0 50 167 0 0 16 0 0 578 0
Confl. Peds. (#/hr) 7 6 6 7 2 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 9% 7% 9% 1% 11% 1% 33% 33% 1% 1% 0% 1% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 19.0 19.0 19.0 19.0 5.8 25.8
Effective Green, g (s) 19.0 19.0 19.0 19.0 5.8 25.8
Actuated g/C Ratio 0.30 0.30 0.30 0.30 0.09 0.40
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 112 473 369 463 147 720
v/s Ratio Prot 0.09 c0.11 c0.01 c0.32
v/s Ratio Perm 0.03 0.04
v/c Ratio 0.09 0.29 0.14 0.36 0.11 0.80
Uniform Delay, d1 16.3 17.4 16.5 17.8 26.8 16.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.6 1.6 0.8 2.2 0.3 6.5
Delay (s) 17.9 19.0 17.3 19.9 27.1 23.4
Level of Service B B B B C C
Approach Delay (s) 18.9 19.7 27.1 23.4
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 22.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 64.1 Sum of lost time (s) 13.5 Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B MD at 3 Int 2: Coleman Ave Brokaw Rd 05/30/2023
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) 1698 1708 1553 1681 1720 1583 1736 4868 1719 4940 1538 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) 1698 1708 1553 1681 1720 1583 1736 4868 1719 4940 1538 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 (%) 1% 1% 4% 2% 2% 2% 4% 4% 4% 5% 5% 5%
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) 18.6 18.6 43.8 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Effective Green, g (s) 18.6 18.6 43.8 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) 359 361 774 72 74 68 375 2140 70 1305 406 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 0.69 0.68 0.44 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 41.3 28.3 24.0 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 4.3 4.2 0.1 4.4 4.3 0.0 17.8 0.0 4.5 0.5 0.0 Delay (s) 36.2 36.1 14.3 45.5 45.4 40.3 50.9 16.4 45.8 28.8 24.0 Level of Service D D B D D D D B D C C
Approach Delay (s) 26.5 43.9 26.5 29.3
Approach LOS CDCC
Intersection Summary
HCM 2000 Control Delay 28.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 87.8 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
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B MD at 3 Int 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 2
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 000000090
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
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B MD at 3 Int 52: Brokaw Rd Costco 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 121 0 42 43 340 0 0 147 516 0 7
Future Volume (vph) 8 121 0 42 43 340 0 0 147 516 0 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.87 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1648 1541 1771 1548 1627 1789
Flt Permitted 0.21 1.00 0.66 1.00 1.00 0.95
Satd. Flow (perm) 365 1541 1239 1548 1627 1789
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 10 145 0 50 52 408 0 0 176 619 0 8
RTOR Reduction (vph) 0 0 0 0 287 0 0 160 0 0 49 0
Lane Group Flow (vph) 10 145 0 50 173 0 0 16 0 0 578 0
Confl. Peds. (#/hr) 7 6 6 7 2 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 9% 11% 9% 1% 21% 1% 33% 33% 1% 1% 0% 1% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 19.0 19.0 19.0 19.0 5.9 25.8
Effective Green, g (s) 19.0 19.0 19.0 19.0 5.9 25.8
Actuated g/C Ratio 0.30 0.30 0.30 0.30 0.09 0.40
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 108 456 366 458 149 718
v/s Ratio Prot 0.09 c0.11 c0.01 c0.32
v/s Ratio Perm 0.03 0.04
v/c Ratio 0.09 0.32 0.14 0.38 0.11 0.80
Uniform Delay, d1 16.4 17.6 16.6 17.9 26.7 17.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.7 1.8 0.8 2.4 0.3 6.5
Delay (s) 18.1 19.4 17.4 20.3 27.1 23.5
Level of Service B B B C C C
Approach Delay (s) 19.3 20.0 27.1 23.5
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 22.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 64.2 Sum of lost time (s) 13.5 Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim PM 3: Coleman Ave Champions Wy 05/26/2023
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 000000
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
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim PM 13: Coleman Ave Airport Blvd 05/26/2023
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 000000
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. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim PM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
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 000000
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 05/26/2023
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 000000000000
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 12345678
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. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 2: Coleman Ave Brokaw Rd 05/30/2023
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) 247 13 368 157 28 12 245 464 44 10 1282 50 Future Volume (vph) 247 13 368 157 28 12 245 464 44 10 1282 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.99 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 Frt 1.00 0.86 1.00 0.95 1.00 0.99 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 1601 1787 1787 1770 5008 1787 3574 1548 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 1601 1787 1787 1770 5008 1787 3574 1548 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 265 14 395 169 30 13 263 498 47 11 1376 54 RTOR Reduction (vph) 0 177 0 0 11 0 0 6 0 0 0 38
Lane Group Flow (vph) 265 232 0 169 32 0 263 539 0 11 1376 16 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 Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 19.3 24.2 15.6 19.7 30.3 65.3 2.5 37.5 37.5 Effective Green, g (s) 19.3 24.2 15.6 19.7 30.3 65.3 2.5 37.5 37.5 Actuated g/C Ratio 0.15 0.19 0.12 0.15 0.23 0.50 0.02 0.29 0.29 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 267 298 214 270 412 2515 34 1030 446 v/s Ratio Prot c0.15 0.09 c0.15 0.11 0.01 c0.38
v/s Ratio Perm c0.15 0.02 0.01
v/c Ratio 0.99 0.78 0.79 0.12 0.64 0.21 0.32 1.34 0.03
Uniform Delay, d1 55.3 50.4 55.6 47.6 44.9 18.0 62.9 46.2 33.2 Progression Factor 1.00 1.00 1.00 1.00 0.77 0.46 1.00 1.00 1.00 Incremental Delay, d2 52.8 11.2 16.2 0.1 2.8 0.2 2.0 157.8 0.1 Delay (s) 108.1 61.5 71.8 47.7 37.5 8.5 64.9 204.1 33.4 Level of Service F E E D D A E F C
Approach Delay (s) 79.8 66.9 18.0 196.6
Approach LOS E E B F
Intersection Summary
HCM 2000 Control Delay 116.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.00
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 102.4% ICU Level of Service G Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 7: Coleman Ave Aviation Ave 05/26/2023
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 16 552
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
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 7: Coleman Ave Aviation Ave 05/26/2023
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 05/26/2023
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 00000
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. 05/26/2023
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 000000050
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
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 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 52
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 05/30/2023
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 3: Coleman Ave Champions Wy 05/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 9 813 1958 6
Future Volume (veh/h) 5 5 9 813 1958 6
Initial Q (Qb), veh 000000
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 10 873 2102 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 10
Grp Volume(v), veh/h 5 5 10 873 1027 1081
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 0.19 0.68 0.68
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 10 883 2108
Approach Delay, s/veh 64.5 0.9 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 88.0 27.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.6
HCM 6th LOS A
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B PM 13: Coleman Ave Airport Blvd 05/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 96 1015 269 95 1489
Future Volume (veh/h) 87 96 1015 269 95 1489
Initial Q (Qb), veh 000000
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 96 106 1125 0 105 1651
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 299 206 4632 157 4179
Arrive On Green 0.09 0.09 0.24 0.00 0.05 0.82
Sat Flow, veh/h 3346 1535 6643 1585 3483 5274
Grp Volume(v), veh/h 96 106 1125 0 105 1651
Grp Sat Flow(s),veh/h/ln 1673 1535 1596 1585 1742 1702
Q Serve(g_s), s 3.5 8.3 18.5 0.0 3.9 11.3
Cycle Q Clear(g_c), s 3.5 8.3 18.5 0.0 3.9 11.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 299 206 4632 157 4179
V/C Ratio(X) 0.32 0.51 0.24 0.67 0.40
Avail Cap(c_a), veh/h 1125 585 4632 316 4179
HCM Platoon Ratio 1.00 1.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.92 0.00 1.00 1.00
Uniform Delay (d), s/veh 55.5 52.3 20.6 0.0 61.1 3.2
Incr Delay (d2), s/veh 0.9 2.8 0.1 0.0 4.8 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 7.3 7.9 0.0 1.8 2.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.4 55.1 20.7 0.0 65.9 3.4
LnGrp LOS E E C E A
Approach Vol, veh/h 202 1125 1756
Approach Delay, s/veh 55.7 20.7 7.2
Approach LOS E C A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 112.1 17.9 12.1 100.0
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 13.3 10.3 5.9 20.5
Green Ext Time (p_c), s 53.3 1.3 0.1 23.8
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B PM 14: Coleman Ave I-880 SB Off Ramp 05/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 291 983 0 0 1583
Future Volume (veh/h) 329 291 983 0 0 1583
Initial Q (Qb), veh 000000
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 350 309 1044 0 0 1682
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 350 309 1044 0 0 1682
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 1.34 0.27 0.00 0.00 0.43
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 3.8 178.0 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 18.9 0.1 0.0 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.8 233.1 0.2 0.0 0.0 0.3
LnGrp LOS E F A A A A
Approach Vol, veh/h 659 1044 1682
Approach Delay, s/veh 138.9 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 72.9 0.0 36.1
Intersection Summary
HCM 6th Ctrl Delay 27.3
HCM 6th LOS C
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B PM 17: Coleman Ave Hedding St 05/30/2023
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) 145 347 123 73 272 373 81 690 52 218 1172 127 Future Volume (veh/h) 145 347 123 73 272 373 81 690 52 218 1172 127 Initial Q (Qb), veh 000000000000
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 163 389 138 82 305 0 91 773 58 244 1314 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 218 506 177 104 683 178 1655 124 299 2481
Arrive On Green 0.06 0.20 0.20 0.06 0.19 0.00 0.10 0.49 0.49 0.17 0.97 0.00 Sat Flow, veh/h 3483 2587 905 1795 3676 0 1781 3350 251 3456 5274 0 Grp Volume(v), veh/h 163 268 259 82 305 0 91 410 421 244 1314 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1700 1795 1791 0 1781 1777 1824 1728 1702 0 Q Serve(g_s), s 6.0 18.4 18.8 5.9 9.8 0.0 6.3 19.7 19.7 8.8 2.0 0.0 Cycle Q Clear(g_c), s 6.0 18.4 18.8 5.9 9.8 0.0 6.3 19.7 19.7 8.8 2.0 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 218 350 332 104 683 178 878 901 299 2481 V/C Ratio(X) 0.75 0.76 0.78 0.79 0.45 0.51 0.47 0.47 0.82 0.53 Avail Cap(c_a), veh/h 308 448 425 178 934 178 878 901 420 2481 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 0.93 0.93 0.00 Uniform Delay (d), s/veh 59.9 49.5 49.6 60.5 46.5 0.0 55.5 21.6 21.6 52.8 1.0 0.0 Incr Delay (d2), s/veh 6.1 5.8 7.0 12.4 0.5 0.0 10.1 1.8 1.7 7.8 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 8.7 8.6 3.0 4.4 0.0 3.3 8.4 8.6 3.8 0.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.0 55.3 56.6 72.8 47.0 0.0 65.6 23.4 23.4 60.6 1.7 0.0 LnGrp LOS E E E E D E C C E A
Approach Vol, veh/h 690 387 922 1558
Approach Delay, s/veh 58.3 52.5 27.6 10.9
Approach LOS E D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.0 68.9 13.2 29.9 16.9 69.9 12.6 30.5 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 50.7 11.5 33.9 15.8 47.2 12.9 32.5 Max Q Clear Time (g_c+I1), s 8.3 4.0 8.0 11.8 10.8 21.7 7.9 20.8 Green Ext Time (p_c), s 0.1 29.2 0.2 1.2 0.4 12.3 0.1 4.0 Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 2: Coleman Ave Brokaw Rd 05/30/2023
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) 247 13 372 157 28 12 249 515 44 10 1322 50 Future Volume (vph) 247 13 372 157 28 12 249 515 44 10 1322 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.99 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 Frt 1.00 0.86 1.00 0.95 1.00 0.99 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 1586 1787 1787 1770 5015 1787 3574 1548 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 1586 1787 1787 1770 5015 1787 3574 1548 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 265 14 399 169 30 13 267 553 47 11 1419 54 RTOR Reduction (vph) 0 176 0 0 11 0 0 6 0 0 0 39
Lane Group Flow (vph) 265 237 0 169 32 0 267 594 0 11 1419 15 Confl. Peds. (#/hr) 4 3 3 4 4 2 2 4
Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% 2% 2% 2% 1% 1% 1%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 19.4 24.6 15.6 20.0 30.2 64.9 2.5 37.2 37.2 Effective Green, g (s) 19.4 24.6 15.6 20.0 30.2 64.9 2.5 37.2 37.2 Actuated g/C Ratio 0.15 0.19 0.12 0.15 0.23 0.50 0.02 0.29 0.29 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 269 300 214 274 411 2503 34 1022 442 v/s Ratio Prot c0.15 0.09 c0.15 0.12 0.01 c0.40
v/s Ratio Perm c0.15 0.02 0.01
v/c Ratio 0.99 0.79 0.79 0.12 0.65 0.24 0.32 1.39 0.03
Uniform Delay, d1 55.2 50.2 55.6 47.4 45.1 18.5 62.9 46.4 33.5 Progression Factor 1.00 1.00 1.00 1.00 0.79 0.44 1.00 1.00 1.00 Incremental Delay, d2 50.5 12.4 16.2 0.1 3.1 0.2 2.0 180.9 0.1 Delay (s) 105.6 62.6 71.8 47.5 38.9 8.3 64.9 227.3 33.6 Level of Service F E E D D A E F C
Approach Delay (s) 79.4 66.9 17.7 219.0
Approach LOS E E B F
Intersection Summary
HCM 2000 Control Delay 126.0 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.02
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 104.0% ICU Level of Service G 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 05/30/2023
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) 17 0 12 40 0 10 3 730 15 49 14 1854 Future Volume (vph) 17 0 12 40 0 10 3 730 15 49 14 1854 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 3 809 17 54 16 2056
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 3 809 11 0 70 2058 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 16 552
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 0.23 c0.04 c0.40
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 0.34 0.01 0.54 0.55 Uniform Delay, d1 59.3 59.4 61.3 60.0 59.0 63.7 9.0 7.0 58.1 7.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.28 0.79 1.00 1.05 0.78 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 82.7 7.6 7.0 64.5 6.4 Level of Service E E E F E F A A E A
Approach Delay (s) 61.2 102.0 7.8 8.3
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 0.57
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 63.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 7: Coleman Ave Aviation Ave 05/30/2023
PM Peak Synchro 11 Report
KIE Page 3
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 05/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 755 1903 5
Future Volume (vph) 10 85 8 20 755 1903 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 22 828 2087 5
RTOR Reduction (vph) 42 41 00000
Lane Group Flow (vph) 16 5 0 31 828 2092 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 c0.16 c0.41
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.03 0.25 0.20 0.55
Uniform Delay, d1 52.9 52.8 60.9 2.5 7.4
Progression Factor 1.00 1.00 0.97 0.55 1.02
Incremental Delay, d2 0.1 0.1 1.3 0.1 0.5
Delay (s) 53.0 52.9 60.2 1.5 8.0
Level of Service D D E A A
Approach Delay (s) 53.0 3.6 8.0
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 8.3 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 54.5% 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. 05/30/2023
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) 112 0 462 2 0 0 420 674 1 3 1855 184 Future Volume (vph) 112 0 462 2 0 0 420 674 1 3 1855 184 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 2760 1203 3433 5035 1787 5059
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2760 1267 3433 5035 1787 5059
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) 122 0 501 2 0 0 456 731 1 3 2013 200
RTOR Reduction (vph) 0 0 282 000000060
Lane Group Flow (vph) 0 122 219 2 0 0 456 732 0 3 2207 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 3% 50% 50% 50% 2% 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) 24.6 51.6 1.7 28.7 89.4 1.3 61.3
Effective Green, g (s) 24.6 46.6 1.7 28.7 89.4 1.3 61.3 Actuated g/C Ratio 0.19 0.36 0.01 0.22 0.69 0.01 0.47
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) 338 989 16 757 3462 17 2385
v/s Ratio Prot 0.08 c0.13 0.15 0.00 c0.44
v/s Ratio Perm c0.07 0.00
v/c Ratio 0.36 0.22 0.12 0.60 0.21 0.18 0.93
Uniform Delay, d1 45.9 29.1 63.4 45.5 7.4 63.8 32.2
Progression Factor 1.00 1.00 1.00 1.27 0.49 1.14 0.45
Incremental Delay, d2 0.9 0.1 3.5 1.3 0.1 4.3 6.8
Delay (s) 46.8 29.2 66.9 59.1 3.8 76.9 21.4
Level of Service D C E E A E C
Approach Delay (s) 32.6 66.9 25.0 21.5
Approach LOS C E C C
Intersection Summary
HCM 2000 Control Delay 24.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/30/2023 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 0 434 0 811 361 483 1362 13 Future Volume (vph) 0 0 8 143 0 434 0 811 361 483 1362 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 0 481 0 899 400 536 1510 14
RTOR Reduction (vph) 0 0 9 0 0 419 0 0 183 0 1 0
Lane Group Flow (vph) 0 0 0 159 0 62 0 899 217 536 1523 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 52
Permitted Phases 3 6
Actuated Green, G (s) 1.1 10.5 16.8 70.4 70.4 27.4 103.5 Effective Green, g (s) 1.1 10.5 16.8 70.4 70.4 27.4 103.5 Actuated g/C Ratio 0.01 0.08 0.13 0.54 0.54 0.21 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 2873 894 709 4081
v/s Ratio Prot c0.05 c0.02 0.17 c0.16 c0.30
v/s Ratio Perm 0.00 0.13
v/c Ratio 0.01 0.57 0.17 0.31 0.24 0.76 0.37
Uniform Delay, d1 63.9 57.6 50.4 16.4 15.7 48.2 3.8
Progression Factor 1.00 1.00 1.00 0.87 0.97 1.02 0.75
Incremental Delay, d2 0.3 2.6 0.2 0.2 0.5 5.0 0.2
Delay (s) 64.2 60.2 50.6 14.5 15.7 54.1 3.1
Level of Service E E D B B D A
Approach Delay (s) 64.2 53.0 14.9 16.4
Approach LOS E D B B
Intersection Summary
HCM 2000 Control Delay 21.8 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 52.4% 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 05/30/2023
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 3: Coleman Ave Champions Wy 05/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 9 818 1963 6
Future Volume (veh/h) 5 5 9 818 1963 6
Initial Q (Qb), veh 000000
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 10 878 2108 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 10
Grp Volume(v), veh/h 5 5 10 878 1030 1084
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 0.19 0.68 0.68
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 10 888 2114
Approach Delay, s/veh 64.5 0.9 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 88.1 27.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.6
HCM 6th LOS A
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B PM 13: Coleman Ave Airport Blvd 05/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 96 1035 269 95 1509
Future Volume (veh/h) 87 96 1035 269 95 1509
Initial Q (Qb), veh 000000
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 96 106 1148 0 105 1673
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 299 206 4558 157 4146
Arrive On Green 0.09 0.09 0.24 0.00 0.05 0.82
Sat Flow, veh/h 3346 1535 6537 1585 3483 5233
Grp Volume(v), veh/h 96 106 1148 0 105 1673
Grp Sat Flow(s),veh/h/ln 1673 1535 1570 1585 1742 1689
Q Serve(g_s), s 3.5 8.3 19.2 0.0 3.9 11.6
Cycle Q Clear(g_c), s 3.5 8.3 19.2 0.0 3.9 11.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 299 206 4558 157 4146
V/C Ratio(X) 0.32 0.51 0.25 0.67 0.40
Avail Cap(c_a), veh/h 1125 585 4558 316 4146
HCM Platoon Ratio 1.00 1.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.91 0.00 1.00 1.00
Uniform Delay (d), s/veh 55.5 52.3 20.9 0.0 61.1 3.2
Incr Delay (d2), s/veh 0.9 2.8 0.1 0.0 4.8 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 7.3 8.1 0.0 1.8 2.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.4 55.1 21.0 0.0 65.9 3.5
LnGrp LOS E E C E A
Approach Vol, veh/h 202 1148 1778
Approach Delay, s/veh 55.7 21.0 7.2
Approach LOS E C A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 112.1 17.9 12.1 100.0
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 13.6 10.3 5.9 21.2
Green Ext Time (p_c), s 53.4 1.3 0.1 23.9
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B PM 14: Coleman Ave I-880 SB Off Ramp 05/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 311 983 0 0 1603
Future Volume (veh/h) 329 311 983 0 0 1603
Initial Q (Qb), veh 000000
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 350 330 1044 0 0 1703
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 651 275 3704 0 0 3675
Arrive On Green 0.19 0.19 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3401 1434 5443 0 0 5400
Grp Volume(v), veh/h 350 330 1044 0 0 1703
Grp Sat Flow(s),veh/h/ln 1700 1434 1702 0 0 1689
Q Serve(g_s), s 12.1 24.9 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 12.1 24.9 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 651 275 3704 0 0 3675
V/C Ratio(X) 0.54 1.20 0.28 0.00 0.00 0.46
Avail Cap(c_a), veh/h 651 275 3704 0 0 3675
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 0.92
Uniform Delay (d), s/veh 47.4 52.5 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 1.1 120.0 0.2 0.0 0.0 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 5.2 18.0 0.1 0.0 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.5 172.6 0.2 0.0 0.0 0.4
LnGrp LOS D F A A A A
Approach Vol, veh/h 680 1044 1703
Approach Delay, s/veh 108.7 0.2 0.4
Approach LOS F A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 100.0 30.0 100.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 94.3 24.9 94.3
Max Q Clear Time (g_c+I1), s 2.0 26.9 2.0
Green Ext Time (p_c), s 71.0 0.0 35.5
Intersection Summary
HCM 6th Ctrl Delay 21.8
HCM 6th LOS C
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B PM 17: Coleman Ave Hedding St 05/30/2023
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) 145 347 123 73 272 373 81 690 52 218 1172 127 Future Volume (veh/h) 145 347 123 73 272 373 81 690 52 218 1172 127 Initial Q (Qb), veh 000000000000
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 163 389 138 82 305 0 91 773 58 244 1314 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 224 521 182 103 698 151 1633 122 302 2530
Arrive On Green 0.06 0.20 0.20 0.06 0.19 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 3350 251 3456 5274 0 Grp Volume(v), veh/h 163 268 259 82 305 0 91 410 421 244 1314 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1701 1795 1791 0 1781 1777 1824 1728 1702 0 Q Serve(g_s), s 6.0 18.2 18.7 5.9 9.7 0.0 6.4 20.0 20.0 8.8 0.6 0.0 Cycle Q Clear(g_c), s 6.0 18.2 18.7 5.9 9.7 0.0 6.4 20.0 20.0 8.8 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 224 361 343 103 698 151 866 889 302 2530 V/C Ratio(X) 0.73 0.74 0.76 0.79 0.44 0.60 0.47 0.47 0.81 0.52 Avail Cap(c_a), veh/h 506 522 496 137 796 151 866 889 486 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 0.93 0.93 0.00 Uniform Delay (d), s/veh 59.7 48.7 48.9 60.5 46.1 0.0 57.4 22.2 22.2 52.6 0.3 0.0 Incr Delay (d2), s/veh 4.5 3.3 4.0 20.4 0.4 0.0 16.6 1.9 1.8 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 2.8 8.4 8.3 3.2 4.4 0.0 3.5 8.5 8.8 3.7 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.2 52.0 52.9 80.9 46.5 0.0 74.0 24.1 24.0 57.4 1.0 0.0 LnGrp LOS E D D F D E C C E A
Approach Vol, veh/h 690 387 922 1558
Approach Delay, s/veh 55.2 53.8 29.0 9.8
Approach LOS E D C A
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 70.1 13.5 30.4 17.1 69.1 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 8.0 11.7 10.8 22.0 7.9 20.7 Green Ext Time (p_c), s 0.0 29.6 0.4 1.1 0.5 10.7 0.0 5.1 Intersection Summary
HCM 6th Ctrl Delay 28.4
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 2: Coleman Ave Brokaw Rd 05/30/2023
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) 247 13 377 157 28 12 254 515 44 10 1322 50 Future Volume (vph) 247 13 377 157 28 12 254 515 44 10 1322 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.99 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 Frt 1.00 0.86 1.00 0.95 1.00 0.99 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 1570 1787 1787 1736 5015 1787 3574 1548 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 1570 1787 1787 1736 5015 1787 3574 1548 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 265 14 405 169 30 13 273 553 47 11 1419 54 RTOR Reduction (vph) 0 175 0 0 11 0 0 6 0 0 0 39
Lane Group Flow (vph) 265 244 0 169 32 0 273 594 0 11 1419 15 Confl. Peds. (#/hr) 4 3 3 4 4 2 2 4
Heavy Vehicles (%) 0% 0% 2% 1% 1% 1% 4% 2% 2% 1% 1% 1%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 19.5 25.2 15.6 20.5 29.9 64.3 2.5 36.9 36.9 Effective Green, g (s) 19.5 25.2 15.6 20.5 29.9 64.3 2.5 36.9 36.9 Actuated g/C Ratio 0.15 0.19 0.12 0.16 0.23 0.49 0.02 0.28 0.28 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 270 304 214 281 399 2480 34 1014 439 v/s Ratio Prot c0.15 0.09 c0.16 0.12 0.01 c0.40
v/s Ratio Perm c0.16 0.02 0.01
v/c Ratio 0.98 0.80 0.79 0.11 0.68 0.24 0.32 1.40 0.03
Uniform Delay, d1 55.1 50.0 55.6 47.0 45.7 18.8 62.9 46.5 33.7 Progression Factor 1.00 1.00 1.00 1.00 0.80 0.43 1.00 1.00 1.00 Incremental Delay, d2 49.5 13.4 16.2 0.1 4.4 0.2 2.0 185.8 0.1 Delay (s) 104.6 63.4 71.8 47.0 41.1 8.4 64.9 232.3 33.8 Level of Service F E E D D A E F C
Approach Delay (s) 79.4 66.8 18.6 223.8
Approach LOS E E B F
Intersection Summary
HCM 2000 Control Delay 128.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.03
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 104.5% ICU Level of Service G 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 05/30/2023
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) 17 0 12 40 0 10 3 735 15 49 14 1859 Future Volume (vph) 17 0 12 40 0 10 3 735 15 49 14 1859 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 3 815 17 54 16 2061
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 3 815 11 0 70 2063 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 16 552
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 0.23 c0.04 c0.40
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 0.35 0.01 0.54 0.55 Uniform Delay, d1 59.3 59.4 61.3 60.0 59.0 63.7 9.1 7.0 58.1 7.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.22 0.76 1.00 1.05 0.77 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 78.8 7.3 7.0 64.7 6.3 Level of Service E E E F E E A A E A
Approach Delay (s) 61.2 102.0 7.6 8.2
Approach LOS E F A A
Intersection Summary
HCM 2000 Control Delay 10.3 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) 20.6 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 7: Coleman Ave Aviation Ave 05/30/2023
PM Peak Synchro 11 Report
KIE Page 3
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 05/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 760 1908 5
Future Volume (vph) 10 85 8 20 760 1908 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 22 834 2093 5
RTOR Reduction (vph) 42 41 00000
Lane Group Flow (vph) 16 5 0 31 834 2098 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 c0.17 c0.41
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.03 0.25 0.20 0.56
Uniform Delay, d1 52.9 52.8 60.9 2.5 7.4
Progression Factor 1.00 1.00 0.96 0.53 1.02
Incremental Delay, d2 0.1 0.1 1.3 0.1 0.5
Delay (s) 53.0 52.9 59.8 1.4 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 8.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 54.6% 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. 05/30/2023
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) 112 0 477 2 0 0 435 679 1 3 1860 184 Future Volume (vph) 112 0 477 2 0 0 435 679 1 3 1860 184 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 2682 1203 3303 4987 1787 5060
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2682 1267 3303 4987 1787 5060
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) 122 0 518 2 0 0 472 737 1 3 2018 200
RTOR Reduction (vph) 0 0 269 000000070
Lane Group Flow (vph) 0 122 249 2 0 0 472 738 0 3 2211 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 6% 50% 50% 50% 6% 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) 24.9 55.2 1.7 32.0 89.1 1.3 57.7
Effective Green, g (s) 24.9 50.2 1.7 32.0 89.1 1.3 57.7 Actuated g/C Ratio 0.19 0.39 0.01 0.25 0.69 0.01 0.44
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) 342 1035 16 813 3418 17 2245
v/s Ratio Prot 0.09 c0.14 0.15 0.00 c0.44
v/s Ratio Perm c0.07 0.00
v/c Ratio 0.36 0.24 0.12 0.58 0.22 0.18 0.99
Uniform Delay, d1 45.6 27.0 63.4 43.1 7.6 63.8 35.7
Progression Factor 1.00 1.00 1.00 1.34 0.46 1.16 0.47
Incremental Delay, d2 0.9 0.1 3.5 1.0 0.1 4.3 14.6
Delay (s) 46.5 27.1 66.9 58.6 3.7 78.5 31.5
Level of Service D C E E A E C
Approach Delay (s) 30.8 66.9 25.1 31.6
Approach LOS C E C C
Intersection Summary
HCM 2000 Control Delay 29.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/30/2023 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 0 434 0 811 361 503 1367 13 Future Volume (vph) 0 0 8 143 0 434 0 811 361 503 1367 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 0 481 0 899 400 558 1516 14
RTOR Reduction (vph) 0 0 9 0 0 419 0 0 189 0 1 0
Lane Group Flow (vph) 0 0 0 159 0 62 0 899 211 558 1529 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 52
Permitted Phases 3 6
Actuated Green, G (s) 1.1 10.5 16.8 68.5 68.5 29.3 103.5 Effective Green, g (s) 1.1 10.5 16.8 68.5 68.5 29.3 103.5 Actuated g/C Ratio 0.01 0.08 0.13 0.53 0.53 0.23 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 2796 870 730 4081
v/s Ratio Prot c0.05 c0.02 0.17 c0.17 c0.30
v/s Ratio Perm 0.00 0.13
v/c Ratio 0.01 0.57 0.17 0.32 0.24 0.76 0.37
Uniform Delay, d1 63.9 57.6 50.4 17.5 16.7 47.1 3.8
Progression Factor 1.00 1.00 1.00 0.85 0.86 1.05 0.65
Incremental Delay, d2 0.3 2.6 0.2 0.2 0.5 5.1 0.2
Delay (s) 64.2 60.2 50.6 15.1 14.8 54.6 2.8
Level of Service E E D B B D A
Approach Delay (s) 64.2 53.0 15.0 16.6
Approach LOS E D B B
Intersection Summary
HCM 2000 Control Delay 22.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 53.0% 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 05/30/2023
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 05/26/2023
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 000000
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
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background PM 13: Coleman Ave Airport Blvd 05/26/2023
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 000000
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. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background PM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
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 000000
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 05/26/2023
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 000000000000
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 12345678
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. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 2: Coleman Ave Brokaw Rd 05/26/2023
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
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 7: Coleman Ave Aviation Ave 05/26/2023
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 16 552
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
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 7: Coleman Ave Aviation Ave 05/26/2023
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 05/26/2023
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 00000
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. 05/26/2023
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 000000040
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
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 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 52
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 Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 52: Private Dr/Costco Brokaw Rd 05/30/2023
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) 3 87 0 163 82 309 0 0 74 477 30 9
Future Volume (vph) 3 87 0 163 82 309 0 0 74 477 30 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 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
Frt 1.00 1.00 1.00 0.88 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.96
Satd. Flow (prot) 1764 1693 1770 1618 1611 1792
Flt Permitted 0.36 1.00 0.69 1.00 1.00 0.96
Satd. Flow (perm) 665 1693 1292 1618 1611 1792
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) 3 98 0 184 93 349 0 0 84 539 34 10
RTOR Reduction (vph) 0 0 0 0 77 0 0 80 0 0 1 0
Lane Group Flow (vph) 3 98 0 184 365 0 0 4 0 0 582 0
Confl. Peds. (#/hr) 3 3 1
Heavy Vehicles (%) 2% 1% 2% 2% 1% 1% 2% 2% 2% 1% 2% 1%
Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 61.1 61.1 61.1 61.1 5.5 49.9
Effective Green, g (s) 61.1 61.1 61.1 61.1 5.5 49.9
Actuated g/C Ratio 0.47 0.47 0.47 0.47 0.04 0.38
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 312 795 607 760 68 687
v/s Ratio Prot 0.06 c0.23 c0.00 c0.32
v/s Ratio Perm 0.00 0.14
v/c Ratio 0.01 0.12 0.30 0.48 0.05 0.85
Uniform Delay, d1 18.3 19.4 21.3 23.6 59.7 36.6
Progression Factor 1.00 1.00 0.42 0.24 1.00 1.00
Incremental Delay, d2 0.1 0.3 1.1 1.8 0.3 9.5
Delay (s) 18.4 19.7 10.0 7.5 60.1 46.1
Level of Service B B A A E D
Approach Delay (s) 19.7 8.2 60.1 46.1
Approach LOS B A E D
Intersection Summary
HCM 2000 Control Delay 28.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B PM 3: Coleman Ave Champions Wy 05/26/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 80 5 317 947 2044 6
Future Volume (veh/h) 80 5 317 947 2044 6
Initial Q (Qb), veh 000000
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 1071 2311 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 1071 1497 821
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 0.25 0.74 0.74
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 0.19 0.19
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 0.5 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 3.7 0.1 12.5 0.1 0.1 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.0 33.5 64.9 0.1 0.5 0.8
LnGrp LOS F C E A A A
Approach Vol, veh/h 96 1429 2318
Approach Delay, s/veh 79.9 16.4 0.6
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 62.7 38.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B PM 13: Coleman Ave Airport Blvd 05/26/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 112 1374 269 120 1673
Future Volume (veh/h) 87 112 1374 269 120 1673
Initial Q (Qb), veh 000000
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 98 127 1553 0 136 1891
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 342 241 4521 192 4146
Arrive On Green 0.10 0.10 1.00 0.00 0.06 0.81
Sat Flow, veh/h 3346 1535 6696 1585 3483 5316
Grp Volume(v), veh/h 98 127 1553 0 136 1891
Grp Sat Flow(s),veh/h/ln 1673 1535 1609 1585 1742 1716
Q Serve(g_s), s 3.5 9.9 0.0 0.0 5.0 14.7
Cycle Q Clear(g_c), s 3.5 9.9 0.0 0.0 5.0 14.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 342 241 4521 192 4146
V/C Ratio(X) 0.29 0.53 0.34 0.71 0.46
Avail Cap(c_a), veh/h 1125 601 4521 370 4146
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 54.0 50.3 0.0 0.0 60.4 3.9
Incr Delay (d2), s/veh 0.6 2.5 0.2 0.0 4.8 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 8.6 0.1 0.0 2.3 3.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.6 52.8 0.2 0.0 65.1 4.3
LnGrp LOS D D A E A
Approach Vol, veh/h 225 1553 2027
Approach Delay, s/veh 53.6 0.2 8.3
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 110.4 19.6 13.4 97.1
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 16.7 11.9 7.0 2.0
Green Ext Time (p_c), s 53.9 1.4 0.2 41.8
Intersection Summary
HCM 6th Ctrl Delay 7.7
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B PM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 393 1241 0 0 1767
Future Volume (veh/h) 329 393 1241 0 0 1767
Initial Q (Qb), veh 000000
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 372 444 1403 0 0 1997
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 1107 500 3020 0 0 3020
Arrive On Green 0.33 0.33 0.79 0.00 0.00 1.00
Sat Flow, veh/h 3401 1535 5443 0 0 5443
Grp Volume(v), veh/h 372 444 1403 0 0 1997
Grp Sat Flow(s),veh/h/ln 1700 1535 1702 0 0 1702
Q Serve(g_s), s 10.8 35.7 12.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 10.8 35.7 12.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1107 500 3020 0 0 3020
V/C Ratio(X) 0.34 0.89 0.46 0.00 0.00 0.66
Avail Cap(c_a), veh/h 1358 613 3020 0 0 3020
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 0.90
Uniform Delay (d), s/veh 33.2 41.6 7.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.3 13.9 0.5 0.0 0.0 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 4.5 15.2 3.4 0.0 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.5 55.5 7.5 0.0 0.0 1.0
LnGrp LOS C E A A A A
Approach Vol, veh/h 816 1403 1997
Approach Delay, s/veh 45.5 7.5 1.0
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 82.6 47.4 82.6
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 37.7 14.0
Green Ext Time (p_c), s 59.5 4.6 38.8
Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B PM 17: Coleman Ave Hedding St 05/26/2023
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) 157 347 123 73 272 386 81 818 52 230 1262 137 Future Volume (veh/h) 157 347 123 73 272 386 81 818 52 230 1262 137 Initial Q (Qb), veh 000000000000
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 177 392 139 83 307 0 92 925 59 260 1427 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 232 510 178 105 676 178 1645 105 322 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 3391 216 3456 5274 0 Grp Volume(v), veh/h 177 270 261 83 307 0 92 485 499 260 1427 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1700 1795 1791 0 1781 1777 1831 1728 1702 0 Q Serve(g_s), s 6.5 18.5 19.0 5.9 9.9 0.0 6.4 25.1 25.1 9.7 33.6 0.0 Cycle Q Clear(g_c), s 6.5 18.5 19.0 5.9 9.9 0.0 6.4 25.1 25.1 9.7 33.6 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 232 353 335 105 676 178 862 888 322 2470 V/C Ratio(X) 0.76 0.76 0.78 0.79 0.45 0.52 0.56 0.56 0.81 0.58 Avail Cap(c_a), veh/h 316 453 430 177 934 178 862 888 428 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 46.8 0.0 55.5 23.7 23.7 61.8 42.3 0.0 Incr Delay (d2), s/veh 7.2 5.7 6.9 12.3 0.5 0.0 10.3 2.6 2.6 7.6 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 3.1 8.8 8.6 3.0 4.4 0.0 3.3 10.8 11.1 4.8 15.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 55.1 56.4 72.7 47.3 0.0 65.8 26.3 26.3 69.5 43.2 0.0 LnGrp LOS E E E E D E C C E D
Approach Vol, veh/h 708 390 1076 1687
Approach Delay, s/veh 58.5 52.7 29.7 47.3
Approach LOS E D C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.0 68.6 13.8 29.6 17.8 68.8 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 35.6 8.5 11.9 11.7 27.1 7.9 21.0 Green Ext Time (p_c), s 0.1 12.5 0.2 1.2 0.4 12.2 0.1 4.1 Intersection Summary
HCM 6th Ctrl Delay 45.0
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 2: Coleman Ave Brokaw Rd 05/26/2023
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 12 291 690 44 10 1450 218 Future Volume (vph) 264 13 354 157 28 12 291 690 44 10 1450 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 1599 1698 1727 1599 1770 5039 1787 5136 1557 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 1599 1698 1727 1599 1770 5039 1787 5136 1557 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 14 329 780 50 11 1639 246 RTOR Reduction (vph) 0 0 40 0 0 13 0 4 0 0 0 125
Lane Group Flow (vph) 155 158 360 104 105 1 329 826 0 11 1639 121 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 0% 0% 1% 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) 24.4 24.4 62.1 12.9 12.9 12.9 31.5 67.0 2.5 38.0 38.0 Effective Green, g (s) 24.4 24.4 62.1 12.9 12.9 12.9 31.5 67.0 2.5 38.0 38.0 Actuated g/C Ratio 0.19 0.19 0.48 0.10 0.10 0.10 0.24 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) 321 324 763 168 171 158 428 2597 34 1501 455 v/s Ratio Prot 0.09 0.09 c0.23 c0.06 0.06 0.00 c0.19 0.16 0.01 c0.32 v/s Ratio Perm 0.08
v/c Ratio 0.48 0.49 0.47 0.62 0.61 0.01 0.77 0.32 0.32 1.09 0.27 Uniform Delay, d1 47.2 47.2 22.9 56.2 56.2 52.8 45.9 18.3 62.9 46.0 35.3 Progression Factor 0.76 0.76 0.34 1.00 1.00 1.00 0.57 0.97 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.4 0.1 4.7 4.5 0.0 7.6 0.3 2.0 52.6 1.4 Delay (s) 36.4 36.5 8.0 60.9 60.7 52.8 33.7 18.0 64.9 98.6 36.7 Level of Service D D A E E D C B E F D
Approach Delay (s) 20.5 60.3 22.4 90.4
Approach LOS C E C F
Intersection Summary
HCM 2000 Control Delay 56.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 7: Coleman Ave Aviation Ave 05/26/2023
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 1060 15 49 14 1916 Future Volume (vph) 128 0 238 40 0 10 50 1060 15 49 14 1916 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 1198 17 55 16 2166 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 1198 8 0 71 2193 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 16 552
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 0.34 c0.04 c0.43
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 0.71 0.01 0.59 0.83 Uniform Delay, d1 35.6 36.1 52.9 49.7 63.0 61.6 26.5 17.5 58.9 26.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.84 1.03 1.00 1.43 0.06 Incremental Delay, d2 0.2 0.4 4.8 2.3 0.2 4.1 2.5 0.0 4.6 1.8 Delay (s) 35.8 36.4 57.7 52.0 63.2 55.9 29.6 17.5 89.0 3.5 Level of Service D D E D E E C B F A
Approach Delay (s) 50.2 54.2 30.7 6.2
Approach LOS D D C A
Intersection Summary
HCM 2000 Control Delay 19.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 7: Coleman Ave Aviation Ave 05/26/2023
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 05/26/2023
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 1132 2192 5
Future Volume (vph) 10 85 8 20 1132 2192 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 1280 2478 6
RTOR Reduction (vph) 43 43 00000
Lane Group Flow (vph) 16 5 0 32 1280 2484 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 c0.25 c0.48
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.03 0.30 0.31 0.65
Uniform Delay, d1 52.9 52.8 61.5 2.8 8.2
Progression Factor 1.00 1.00 1.10 0.71 0.38
Incremental Delay, d2 0.1 0.1 1.8 0.2 0.5
Delay (s) 53.0 53.0 69.6 2.2 3.6
Level of Service D D E A A
Approach Delay (s) 53.0 3.8 3.6
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 5.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 61.1% 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. 05/26/2023
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) 112 0 462 2 0 0 420 1051 1 3 2144 184 Future Volume (vph) 112 0 462 2 0 0 420 1051 1 3 2144 184 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 2760 1203 3433 5085 1787 5069
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2760 1267 3433 5085 1787 5069
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) 127 0 522 2 0 0 475 1188 1 3 2424 208
RTOR Reduction (vph) 0 0 271 000000060
Lane Group Flow (vph) 0 127 251 2 0 0 475 1189 0 3 2626 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 3% 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) 25.8 54.7 1.7 30.6 88.2 1.3 58.2
Effective Green, g (s) 25.8 49.7 1.7 30.6 88.2 1.3 58.2 Actuated g/C Ratio 0.20 0.38 0.01 0.24 0.68 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) 354 1055 16 808 3449 17 2269
v/s Ratio Prot 0.09 c0.14 0.23 0.00 c0.52
v/s Ratio Perm c0.07 0.00
v/c Ratio 0.36 0.24 0.12 0.59 0.34 0.18 1.16
Uniform Delay, d1 45.0 27.3 63.4 44.1 8.8 63.8 35.9
Progression Factor 1.00 1.00 1.00 1.04 0.50 1.18 0.40
Incremental Delay, d2 0.9 0.1 3.5 1.0 0.3 4.0 75.4
Delay (s) 45.8 27.4 66.9 46.8 4.6 79.5 89.9
Level of Service D C E D A E F
Approach Delay (s) 31.0 66.9 16.6 89.8
Approach LOS C E B F
Intersection Summary
HCM 2000 Control Delay 57.5 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) 20.4 Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 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 0 538 0 966 361 556 1473 13 Future Volume (vph) 0 0 8 143 0 538 0 966 361 556 1473 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 0 608 0 1092 408 629 1665 15
RTOR Reduction (vph) 0 0 9 0 0 525 0 0 158 0 0 0
Lane Group Flow (vph) 0 0 0 162 0 83 0 1092 250 629 1680 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 52
Permitted Phases 3 6
Actuated Green, G (s) 1.1 11.4 17.7 64.6 64.6 32.3 102.6 Effective Green, g (s) 1.1 11.4 17.7 64.6 64.6 32.3 102.6 Actuated g/C Ratio 0.01 0.09 0.14 0.50 0.50 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 2637 820 844 4046
v/s Ratio Prot c0.05 c0.03 0.21 c0.19 c0.33
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.53 0.22 0.41 0.30 0.75 0.42
Uniform Delay, d1 63.9 56.8 50.0 20.7 19.4 45.1 4.3
Progression Factor 1.00 1.00 1.00 0.99 2.03 0.84 1.84
Incremental Delay, d2 0.3 1.8 0.3 0.4 0.7 3.5 0.3
Delay (s) 64.2 58.5 50.3 20.9 40.0 41.2 8.2
Level of Service E E D C D D A
Approach Delay (s) 64.2 52.0 26.1 17.2
Approach LOS E D C B
Intersection Summary
HCM 2000 Control Delay 26.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 54.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 52: Brokaw Rd Costco 05/26/2023
PM Peak Synchro 11 Report
KIE Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 91 0 163 86 309 0 0 74 477 30 9
Future Volume (vph) 3 91 0 163 86 309 0 0 74 477 30 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.88 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.96
Satd. Flow (prot) 1770 1644 1770 1599 1611 1792
Flt Permitted 0.35 1.00 0.69 1.00 1.00 0.96
Satd. Flow (perm) 660 1644 1286 1599 1611 1792
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) 3 103 0 184 97 349 0 0 84 539 34 10
RTOR Reduction (vph) 0 0 0 0 74 0 0 80 0 0 1 0
Lane Group Flow (vph) 3 103 0 184 372 0 0 4 0 0 582 0
Confl. Peds. (#/hr) 4 4 1
Heavy Vehicles (%) 2% 4% 2% 2% 6% 1% 2% 2% 2% 1% 2% 1%
Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 61.1 61.1 61.1 61.1 5.5 49.9
Effective Green, g (s) 61.1 61.1 61.1 61.1 5.5 49.9
Actuated g/C Ratio 0.47 0.47 0.47 0.47 0.04 0.38
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 310 772 604 751 68 687
v/s Ratio Prot 0.06 c0.23 c0.00 c0.32
v/s Ratio Perm 0.00 0.14
v/c Ratio 0.01 0.13 0.30 0.50 0.05 0.85
Uniform Delay, d1 18.3 19.5 21.3 23.8 59.7 36.6
Progression Factor 1.00 1.00 0.45 0.33 1.00 1.00
Incremental Delay, d2 0.1 0.4 1.1 1.9 0.3 9.5
Delay (s) 18.4 19.8 10.6 9.7 60.1 46.1
Level of Service B B B A E D
Approach Delay (s) 19.8 10.0 60.1 46.1
Approach LOS B A E D
Intersection Summary
HCM 2000 Control Delay 28.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B PM 3: Coleman Ave Champions Wy 05/26/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 80 5 317 952 2049 6
Future Volume (veh/h) 80 5 317 952 2049 6
Initial Q (Qb), veh 000000
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 1076 2316 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 9
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 1076 1500 823
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 0.25 0.74 0.74
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 0.18 0.18
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 0.4 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 3.7 0.1 12.5 0.1 0.1 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.0 33.5 64.9 0.1 0.4 0.8
LnGrp LOS F C E A A A
Approach Vol, veh/h 96 1434 2323
Approach Delay, s/veh 79.9 16.3 0.6
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 62.7 39.1 0.1
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B PM 13: Coleman Ave Airport Blvd 05/26/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 112 1394 269 120 1693
Future Volume (veh/h) 87 112 1394 269 120 1693
Initial Q (Qb), veh 000000
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 98 127 1576 0 136 1914
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 342 241 4485 192 4113
Arrive On Green 0.10 0.10 1.00 0.00 0.06 0.81
Sat Flow, veh/h 3346 1535 6643 1585 3483 5274
Grp Volume(v), veh/h 98 127 1576 0 136 1914
Grp Sat Flow(s),veh/h/ln 1673 1535 1596 1585 1742 1702
Q Serve(g_s), s 3.5 9.9 0.0 0.0 5.0 15.2
Cycle Q Clear(g_c), s 3.5 9.9 0.0 0.0 5.0 15.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 342 241 4485 192 4113
V/C Ratio(X) 0.29 0.53 0.35 0.71 0.47
Avail Cap(c_a), veh/h 1125 601 4485 370 4113
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.78 0.00 1.00 1.00
Uniform Delay (d), s/veh 54.0 50.3 0.0 0.0 60.4 3.9
Incr Delay (d2), s/veh 0.6 2.5 0.2 0.0 4.8 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 8.6 0.1 0.0 2.3 3.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.6 52.8 0.2 0.0 65.1 4.3
LnGrp LOS D D A E A
Approach Vol, veh/h 225 1576 2050
Approach Delay, s/veh 53.6 0.2 8.3
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 110.4 19.6 13.4 97.1
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 17.2 11.9 7.0 2.0
Green Ext Time (p_c), s 53.7 1.4 0.2 42.3
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. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B PM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 413 1241 0 0 1787
Future Volume (veh/h) 329 413 1241 0 0 1787
Initial Q (Qb), veh 000000
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 372 467 1403 0 0 2020
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 1184 517 2904 0 0 2881
Arrive On Green 0.35 0.35 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3401 1485 5443 0 0 5400
Grp Volume(v), veh/h 372 467 1403 0 0 2020
Grp Sat Flow(s),veh/h/ln 1700 1485 1702 0 0 1689
Q Serve(g_s), s 10.4 38.9 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 10.4 38.9 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 1184 517 2904 0 0 2881
V/C Ratio(X) 0.31 0.90 0.48 0.00 0.00 0.70
Avail Cap(c_a), veh/h 1384 604 2904 0 0 2881
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 0.89
Uniform Delay (d), s/veh 31.0 40.3 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.2 16.3 0.6 0.0 0.0 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.3 16.3 0.2 0.0 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.2 56.5 0.6 0.0 0.0 1.3
LnGrp LOS C E A A A A
Approach Vol, veh/h 839 1403 2020
Approach Delay, s/veh 45.3 0.6 1.3
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 79.6 50.4 79.6
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 66.3 52.9 66.3
Max Q Clear Time (g_c+I1), s 2.0 40.9 2.0
Green Ext Time (p_c), s 59.0 4.4 44.4
Intersection Summary
HCM 6th Ctrl Delay 9.7
HCM 6th LOS A
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B PM 17: Coleman Ave Hedding St 05/26/2023
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) 157 347 123 73 272 386 81 818 52 230 1272 137 Future Volume (veh/h) 157 347 123 73 272 386 81 818 52 230 1272 137 Initial Q (Qb), veh 000000000000
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 177 392 139 83 307 0 92 925 59 260 1438 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 232 510 178 105 676 178 1653 105 315 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 3391 216 3456 5274 0 Grp Volume(v), veh/h 177 270 261 83 307 0 92 485 499 260 1438 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1700 1795 1791 0 1781 1777 1831 1728 1702 0 Q Serve(g_s), s 6.5 18.5 19.0 5.9 9.9 0.0 6.4 25.0 25.0 9.4 2.7 0.0 Cycle Q Clear(g_c), s 6.5 18.5 19.0 5.9 9.9 0.0 6.4 25.0 25.0 9.4 2.7 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 232 353 335 105 676 178 866 892 315 2470 V/C Ratio(X) 0.76 0.76 0.78 0.79 0.45 0.52 0.56 0.56 0.83 0.58 Avail Cap(c_a), veh/h 316 453 430 177 934 178 866 892 428 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 46.8 0.0 55.5 23.5 23.5 52.2 1.1 0.0 Incr Delay (d2), s/veh 7.2 5.7 6.9 12.3 0.5 0.0 10.3 2.6 2.5 8.7 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 3.1 8.8 8.6 3.0 4.4 0.0 3.3 10.8 11.0 4.1 0.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 55.1 56.4 72.7 47.3 0.0 65.8 26.1 26.0 60.9 2.1 0.0 LnGrp LOS E E E E D E C C E A
Approach Vol, veh/h 708 390 1076 1698
Approach Delay, s/veh 58.5 52.7 29.5 11.1
Approach LOS E D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.0 68.6 13.8 29.6 17.5 69.1 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 4.7 8.5 11.9 11.4 27.0 7.9 21.0 Green Ext Time (p_c), s 0.1 31.6 0.2 1.2 0.4 12.3 0.1 4.1 Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 2: Coleman Ave Brokaw Rd 05/26/2023
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 12 296 690 44 10 1450 218 Future Volume (vph) 264 13 359 157 28 12 296 690 44 10 1450 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 1568 1698 1727 1599 1736 5039 1787 5136 1557 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 1568 1698 1727 1599 1736 5039 1787 5136 1557 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 14 335 780 50 11 1639 246 RTOR Reduction (vph) 0 0 40 0 0 13 0 4 0 0 0 125
Lane Group Flow (vph) 155 158 366 104 105 1 335 826 0 11 1639 121 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 0% 0% 3% 1% 1% 1% 4% 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) 25.2 25.2 62.0 12.9 12.9 12.9 30.6 66.2 2.5 38.1 38.1 Effective Green, g (s) 25.2 25.2 62.0 12.9 12.9 12.9 30.6 66.2 2.5 38.1 38.1 Actuated g/C Ratio 0.19 0.19 0.48 0.10 0.10 0.10 0.24 0.51 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) 332 334 747 168 171 158 408 2566 34 1505 456 v/s Ratio Prot 0.09 0.09 c0.23 c0.06 0.06 0.00 c0.19 0.16 0.01 c0.32 v/s Ratio Perm 0.08
v/c Ratio 0.47 0.47 0.49 0.62 0.61 0.01 0.82 0.32 0.32 1.09 0.27 Uniform Delay, d1 46.4 46.5 23.2 56.2 56.2 52.8 47.1 18.7 62.9 46.0 35.2 Progression Factor 0.53 0.53 0.51 1.00 1.00 1.00 0.51 0.85 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 0.2 4.7 4.5 0.0 11.9 0.3 2.0 51.5 1.4 Delay (s) 25.0 25.1 12.0 60.9 60.7 52.8 36.1 16.3 64.9 97.4 36.6 Level of Service C C B E E D D B E F D
Approach Delay (s) 17.7 60.3 22.0 89.3
Approach LOS B E C F
Intersection Summary
HCM 2000 Control Delay 55.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 77.9% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 7: Coleman Ave Aviation Ave 05/26/2023
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 1065 15 49 14 1921 Future Volume (vph) 128 0 238 40 0 10 50 1065 15 49 14 1921 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 1204 17 55 16 2172 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 1204 8 0 71 2199 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 16 552
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 0.35 c0.04 c0.43
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 0.72 0.01 0.59 0.83 Uniform Delay, d1 35.6 36.1 52.9 49.7 63.0 61.6 26.7 17.5 58.9 26.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.87 1.30 1.00 1.42 0.09 Incremental Delay, d2 0.2 0.4 4.8 2.3 0.2 4.1 2.6 0.0 4.6 1.9 Delay (s) 35.8 36.4 57.7 52.0 63.2 57.5 37.4 17.5 88.1 4.4 Level of Service D D E D E E D B F A
Approach Delay (s) 50.2 54.2 38.0 7.0
Approach LOS D D D A
Intersection Summary
HCM 2000 Control Delay 21.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 7: Coleman Ave Aviation Ave 05/26/2023
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 05/26/2023
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 1137 2197 5
Future Volume (vph) 10 85 8 20 1137 2197 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 1285 2484 6
RTOR Reduction (vph) 42 42 00000
Lane Group Flow (vph) 17 6 0 32 1285 2490 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 c0.25 c0.49
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.04 0.31 0.31 0.66
Uniform Delay, d1 52.9 52.9 61.6 2.8 8.2
Progression Factor 1.00 1.00 0.95 0.55 1.48
Incremental Delay, d2 0.1 0.2 1.9 0.2 0.6
Delay (s) 53.0 53.0 60.6 1.7 12.7
Level of Service D D E A B
Approach Delay (s) 53.0 3.2 12.7
Approach LOS D A B
Intersection Summary
HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 61.2% 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. 05/26/2023
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) 112 0 477 2 0 0 435 1056 1 3 2149 184 Future Volume (vph) 112 0 477 2 0 0 435 1056 1 3 2149 184 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 2682 1203 3303 5035 1787 5069
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2682 1267 3303 5035 1787 5069
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) 127 0 539 2 0 0 492 1194 1 3 2429 208
RTOR Reduction (vph) 0 0 259 000000060
Lane Group Flow (vph) 0 127 280 2 0 0 492 1195 0 3 2631 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 6% 50% 50% 50% 6% 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) 26.0 58.2 1.7 33.9 88.0 1.3 54.7
Effective Green, g (s) 26.0 53.2 1.7 33.9 88.0 1.3 54.7 Actuated g/C Ratio 0.20 0.41 0.01 0.26 0.68 0.01 0.42
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) 357 1097 16 861 3408 17 2132
v/s Ratio Prot 0.10 c0.15 0.24 0.00 c0.52
v/s Ratio Perm c0.07 0.00
v/c Ratio 0.36 0.25 0.12 0.57 0.35 0.18 1.23
Uniform Delay, d1 44.8 25.3 63.4 41.7 8.9 63.8 37.6
Progression Factor 1.00 1.00 1.00 1.35 0.88 0.81 0.58
Incremental Delay, d2 0.8 0.1 3.5 0.9 0.3 4.0 108.8
Delay (s) 45.6 25.5 66.9 57.2 8.1 55.8 130.6
Level of Service D C E E A E F
Approach Delay (s) 29.3 66.9 22.4 130.5
Approach LOS C E C F
Intersection Summary
HCM 2000 Control Delay 80.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 86.3% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 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 0 538 0 966 361 576 1473 13 Future Volume (vph) 0 0 8 143 0 538 0 966 361 576 1473 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 0 608 0 1092 408 651 1665 15
RTOR Reduction (vph) 0 0 9 0 0 525 0 0 162 0 1 0
Lane Group Flow (vph) 0 0 0 162 0 83 0 1092 246 651 1679 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 52
Permitted Phases 3 6
Actuated Green, G (s) 1.1 11.4 17.7 63.0 63.0 33.9 102.6 Effective Green, g (s) 1.1 11.4 17.7 63.0 63.0 33.9 102.6 Actuated g/C Ratio 0.01 0.09 0.14 0.48 0.48 0.26 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 2571 800 861 4046
v/s Ratio Prot c0.05 c0.03 0.21 c0.20 c0.33
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.53 0.22 0.42 0.31 0.76 0.42
Uniform Delay, d1 63.9 56.8 50.0 21.7 20.3 44.2 4.3
Progression Factor 1.00 1.00 1.00 0.80 0.74 1.05 1.55
Incremental Delay, d2 0.3 1.8 0.3 0.4 0.7 3.5 0.2
Delay (s) 64.2 58.5 50.3 17.7 15.8 49.8 6.9
Level of Service E E D B B D A
Approach Delay (s) 64.2 52.0 17.2 18.9
Approach LOS E D B B
Intersection Summary
HCM 2000 Control Delay 24.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 130.0 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 2024 Peak 75N-25B PM 52: Brokaw Rd Costco 05/26/2023
PM Peak Synchro 11 Report
KIE Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 96 0 163 91 309 0 0 74 477 30 9
Future Volume (vph) 3 96 0 163 91 309 0 0 74 477 30 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.88 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.96
Satd. Flow (prot) 1770 1569 1770 1584 1611 1792
Flt Permitted 0.35 1.00 0.69 1.00 1.00 0.96
Satd. Flow (perm) 650 1569 1279 1584 1611 1792
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) 3 109 0 184 103 349 0 0 84 539 34 10
RTOR Reduction (vph) 0 0 0 0 70 0 0 80 0 0 1 0
Lane Group Flow (vph) 3 109 0 184 382 0 0 4 0 0 582 0
Confl. Peds. (#/hr) 4 4 1
Heavy Vehicles (%) 2% 9% 2% 2% 11% 1% 2% 2% 2% 1% 2% 1% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 61.1 61.1 61.1 61.1 5.5 49.9
Effective Green, g (s) 61.1 61.1 61.1 61.1 5.5 49.9
Actuated g/C Ratio 0.47 0.47 0.47 0.47 0.04 0.38
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 305 737 601 744 68 687
v/s Ratio Prot 0.07 c0.24 c0.00 c0.32
v/s Ratio Perm 0.00 0.14
v/c Ratio 0.01 0.15 0.31 0.51 0.05 0.85
Uniform Delay, d1 18.3 19.6 21.3 24.1 59.7 36.6
Progression Factor 1.00 1.00 0.41 0.34 1.00 1.00
Incremental Delay, d2 0.1 0.4 1.0 2.0 0.3 9.5
Delay (s) 18.4 20.0 9.8 10.2 60.1 46.1
Level of Service B C A B E D
Approach Delay (s) 20.0 10.1 60.1 46.1
Approach LOS C B E D
Intersection Summary
HCM 2000 Control Delay 28.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim WEMD 3: Coleman Ave Champions Wy 05/26/2023
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 000000
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
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim WEMD 13: Coleman Ave Airport Blvd 05/26/2023
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 000000
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. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim WEMD 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
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 000000
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 05/26/2023
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 000000000000
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 12345678
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. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 2: Coleman Ave Brokaw Rd 05/30/2023
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 (vph) 300 13 397 57 21 23 315 308 75 24 377 115 Future Volume (vph) 300 13 397 57 21 23 315 308 75 24 377 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 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 Frt 1.00 0.85 1.00 0.92 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 1624 1787 1721 1805 5012 1787 3574 1559 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 1624 1787 1721 1805 5012 1787 3574 1559 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 345 15 456 66 24 26 362 354 86 28 433 132 RTOR Reduction (vph) 0 336 0 0 23 0 0 27 0 0 0 104
Lane Group Flow (vph) 345 135 0 66 27 0 362 413 0 28 433 28 Confl. Peds. (#/hr) 3 3 2 1 1 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 23.2 28.1 7.8 11.9 25.9 45.3 3.6 23.0 23.0 Effective Green, g (s) 23.2 28.1 7.8 11.9 25.9 45.3 3.6 23.0 23.0 Actuated g/C Ratio 0.22 0.26 0.07 0.11 0.24 0.42 0.03 0.21 0.21 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 390 425 130 191 436 2117 60 766 334
v/s Ratio Prot c0.19 0.04 c0.20 0.08 0.02 c0.12
v/s Ratio Perm c0.08 0.02 0.02
v/c Ratio 0.88 0.32 0.51 0.14 0.83 0.20 0.47 0.57 0.08
Uniform Delay, d1 40.7 31.8 47.9 43.0 38.6 19.5 50.9 37.6 33.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.0 0.2 1.1 0.1 12.4 0.0 2.1 0.6 0.0 Delay (s) 61.7 32.0 49.0 43.2 51.0 19.5 52.9 38.2 33.7
Level of Service E C D D D B D D C
Approach Delay (s) 44.5 46.5 33.7 37.9
Approach LOS DDCD
Intersection Summary
HCM 2000 Control Delay 39.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 107.2 Sum of lost time (s) 23.2 Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 1 0 2 14 0 7 3 764 25 29 4 866
Future Volume (vph) 1 0 2 14 0 7 3 764 25 29 4 866
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 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 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 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 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1715 2842 1719 1538 3465 3574 1599 1805 5186 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1805 2842 1810 1538 3465 3574 1599 1805 5186 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 1 0 2 15 0 8 3 822 27 31 4 931
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 10 0 0 0
Lane Group Flow (vph) 0 1 2 15 0 0 3 822 17 0 35 932
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 0% 0% 0% 5% 5% 5% 1% 1% 1% 0% 0% 0%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 1.1 1.0 1.6 1.5 0.8 44.1 44.1 2.3 45.6 Effective Green, g (s) 1.1 1.0 1.6 1.5 0.8 44.1 44.1 2.3 45.6 Actuated g/C Ratio 0.02 0.01 0.02 0.02 0.01 0.63 0.63 0.03 0.66 Clearance Time (s) 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 28 40 41 33 39 2264 1013 59 3397
v/s Ratio Prot c0.00 0.00 0.00 c0.23 c0.02 0.18
v/s Ratio Perm 0.00 c0.01 0.01
v/c Ratio 0.04 0.05 0.37 0.01 0.08 0.36 0.02 0.59 0.27
Uniform Delay, d1 33.7 33.8 33.5 33.3 34.0 6.1 4.7 33.2 5.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.5 7.4 0.1 1.2 0.5 0.0 15.8 0.2 Delay (s) 34.4 34.4 40.9 33.4 35.2 6.5 4.8 49.0 5.2
Level of Service CCDC DAA DA
Approach Delay (s) 34.4 38.3 6.6 6.8
Approach LOS C D A A
Intersection Summary
HCM 2000 Control Delay 7.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 69.6 Sum of lost time (s) 20.6 Intersection Capacity Utilization 49.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 1
Future Volume (vph) 1
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 0.93
Growth Factor (vph) 100%
Adj. Flow (vph) 1
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 0%
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 WEMD 8: Coleman Ave Earthquakes Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 22 10 28 824 815 17
Future Volume (vph) 5 22 10 28 824 815 17
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 0.89 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3248 1470 3467 5136 5169
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3248 1470 3467 5136 5169
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100%
Adj. Flow (vph) 5 23 10 29 858 849 18
RTOR Reduction (vph) 11 10 00010
Lane Group Flow (vph) 6 1 0 39 858 866 0
Confl. Peds. (#/hr) 3 3
Heavy Vehicles (%) 0% 0% 1% 1% 1% 0% 0%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 3.8 3.8 2.0 54.0 46.3
Effective Green, g (s) 3.8 3.8 2.0 54.0 46.3
Actuated g/C Ratio 0.06 0.06 0.03 0.79 0.68
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) 181 82 101 4072 3514
v/s Ratio Prot c0.00 0.01 c0.17 c0.17
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.39 0.21 0.25
Uniform Delay, d1 30.4 30.4 32.4 1.8 4.2
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 2.9 0.1 0.2
Delay (s) 30.5 30.4 35.3 1.9 4.4
Level of Service C C D A A
Approach Delay (s) 30.5 3.3 4.4
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 4.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 68.1 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 94 0 373 0 0 1 411 779 1 1 774 100 Future Volume (vph) 94 0 373 0 0 1 411 779 1 1 774 100
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 0.99 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 0.85 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1785 2814 1594 3467 5135 1786 5040
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1423 2814 1594 3467 5135 1786 5040
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) 98 0 389 0 0 1 428 811 1 1 806 104
RTOR Reduction (vph) 0 0 187 0 1 0 0 0 0 0 10 0
Lane Group Flow (vph) 0 98 202 0 0 0 428 812 0 1 900 0
Confl. Peds. (#/hr) 2 2 2 2 2 2
Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 1% 1% 1% 1% 1% 1%
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) 10.8 33.7 5.2 9.7 47.8 0.7 38.1
Effective Green, g (s) 10.8 28.7 5.2 9.7 47.8 0.7 38.1
Actuated g/C Ratio 0.13 0.34 0.06 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) 184 970 99 404 2950 15 2307
v/s Ratio Prot c0.07 0.00 c0.12 0.16 0.00 c0.18
v/s Ratio Perm c0.07
v/c Ratio 0.53 0.21 0.00 1.06 0.28 0.07 0.39
Uniform Delay, d1 33.8 19.2 36.6 36.8 8.9 40.9 14.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.7 0.1 0.0 61.4 0.2 1.9 0.5
Delay (s) 37.6 19.3 36.6 98.1 9.2 42.8 15.4
Level of Service D B D F A D B
Approach Delay (s) 23.0 36.6 39.9 15.4
Approach LOS C D D B
Intersection Summary
HCM 2000 Control Delay 28.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 83.2 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 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 (vph) 0 0 5 104 0 553 0 604 321 282 648 10 Future Volume (vph) 0 0 5 104 0 553 0 604 321 282 648 10 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
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) 1454 3502 2842 5307 1652 3467 5124
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3502 2842 5307 1652 3467 5124
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) 0 0 5 108 0 576 0 629 334 294 675 10
RTOR Reduction (vph) 0 0 5 0 0 472 0 0 192 0 2 0
Lane Group Flow (vph) 0 0 0 108 0 104 0 629 142 294 683 0 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.0 4.6 10.8 25.5 25.5 8.3 39.5
Effective Green, g (s) 1.0 4.6 10.8 25.5 25.5 8.3 39.5
Actuated g/C Ratio 0.02 0.08 0.18 0.42 0.42 0.14 0.66
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) 24 268 511 2255 702 479 3373
v/s Ratio Prot c0.03 c0.04 c0.12 c0.08 0.13
v/s Ratio Perm 0.00 0.09
v/c Ratio 0.00 0.40 0.20 0.28 0.20 0.61 0.20
Uniform Delay, d1 29.0 26.4 20.9 11.3 10.9 24.3 4.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.0 0.2 0.3 0.6 3.4 0.1
Delay (s) 29.1 27.4 21.1 11.6 11.5 27.7 4.2
Level of Service C C C B B C A
Approach Delay (s) 29.1 22.1 11.5 11.2
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 14.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 52: Brokaw Rd Costco 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 15 12 468 683 9
Future Volume (Veh/h) 1 15 12 468 683 9
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 1 16 13 498 727 10
Pedestrians 5
Lane Width (ft) 12.0
Walking Speed (ft/s) 3.5
Percent Blockage 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 516 36 18
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 516 36 18
tC, single (s) 4.2 6.4 6.2
tC, 2 stage (s)
tF (s) 2.3 3.5 3.3
p0 queue free % 100 26 99
cM capacity (veh/h) 1025 976 1061
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 17 13 498 737
Volume Left 1 0 0 727
Volume Right 0 0 498 10
cSH 1025 1700 1700 977
Volume to Capacity 0.00 0.01 0.29 0.75
Queue Length 95th (ft) 0 0 0 185
Control Delay (s) 0.5 0.0 0.0 19.0
Lane LOS A C
Approach Delay (s) 0.5 0.0 19.0
Approach LOS C
Intersection Summary
Average Delay 11.1
Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B WEMD 3: Coleman Ave Champions Wy 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 2 828 870 4
Future Volume (veh/h) 4 0 2 828 870 4
Initial Q (Qb), veh 000000
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 1885 1900
Adj Flow Rate, veh/h 4 0 2 910 956 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 0 0 1 1 1 0
Cap, veh/h 14 18 7 4002 2396 10
Arrive On Green 0.01 0.00 0.00 0.78 0.65 0.65
Sat Flow, veh/h 1810 1610 1795 5316 3752 15
Grp Volume(v), veh/h 4 0 2 910 468 492
Grp Sat Flow(s),veh/h/ln 1810 1610 1795 1716 1791 1882
Q Serve(g_s), s 0.1 0.0 0.1 2.3 5.9 5.9
Cycle Q Clear(g_c), s 0.1 0.0 0.1 2.3 5.9 5.9
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 14 18 7 4002 1173 1233
V/C Ratio(X) 0.29 0.00 0.29 0.23 0.40 0.40
Avail Cap(c_a), veh/h 279 255 266 4002 1173 1233
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 3.9 3.9
Incr Delay (d2), s/veh 15.9 0.0 30.1 0.1 1.0 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 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 4.9 4.8
LnGrp LOS D A D A A A
Approach Vol, veh/h 4 912 960
Approach Delay, s/veh 39.5 1.7 4.9
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 7.9 4.3 2.1
Green Ext Time (p_c), s 0.0 11.8 18.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 3.4
HCM 6th LOS A
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B WEMD 13: Coleman Ave Airport Blvd 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 71 82 1101 253 49 718
Future Volume (veh/h) 71 82 1101 253 49 718
Initial Q (Qb), veh 000000
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 1870 1885 1885 1856
Adj Flow Rate, veh/h 73 85 1135 0 51 740
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 2 1 1 3
Cap, veh/h 350 245 2609 187 3084
Arrive On Green 0.10 0.10 0.41 0.00 0.05 0.61
Sat Flow, veh/h 3456 1585 6696 1598 3483 5233
Grp Volume(v), veh/h 73 85 1135 0 51 740
Grp Sat Flow(s),veh/h/ln 1728 1585 1609 1598 1742 1689
Q Serve(g_s), s 0.8 2.0 5.3 0.0 0.6 2.8
Cycle Q Clear(g_c), s 0.8 2.0 5.3 0.0 0.6 2.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 350 245 2609 187 3084
V/C Ratio(X) 0.21 0.35 0.44 0.27 0.24
Avail Cap(c_a), veh/h 3590 1732 2923 421 3672
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 17.1 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 1.3 0.0 0.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.5 16.8 9.1 0.0 19.6 3.8
LnGrp LOS B B A B A
Approach Vol, veh/h 158 1135 791
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 30.9 10.5 8.4 22.5
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 4.8 4.0 2.6 7.3
Green Ext Time (p_c), s 14.4 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. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B WEMD 14: Coleman Ave I-880 SB Off Ramp 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 195 268 1014 0 0 691
Future Volume (veh/h) 195 268 1014 0 0 691
Initial Q (Qb), veh 000000
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 1811 1885 0 0 1856
Adj Flow Rate, veh/h 203 279 1056 0 0 720
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 6 1 0 0 3
Cap, veh/h 927 409 2422 0 0 2384
Arrive On Green 0.27 0.27 0.47 0.00 0.00 0.47
Sat Flow, veh/h 3483 1535 5486 0 0 5400
Grp Volume(v), veh/h 203 279 1056 0 0 720
Grp Sat Flow(s),veh/h/ln 1742 1535 1716 0 0 1689
Q Serve(g_s), s 1.9 6.7 5.6 0.0 0.0 3.6
Cycle Q Clear(g_c), s 1.9 6.7 5.6 0.0 0.0 3.6
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 927 409 2422 0 0 2384
V/C Ratio(X) 0.22 0.68 0.44 0.00 0.00 0.30
Avail Cap(c_a), veh/h 1690 745 2422 0 0 2384
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 11.7 13.5 7.2 0.0 0.0 6.7
Incr Delay (d2), s/veh 0.2 2.9 0.6 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 2.1 1.3 0.0 0.0 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.9 16.4 7.8 0.0 0.0 7.0
LnGrp LOS B B A A A A
Approach Vol, veh/h 482 1056 720
Approach Delay, s/veh 14.5 7.8 7.0
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 25.0 16.0 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 5.6 8.7 7.6
Green Ext Time (p_c), s 8.2 2.3 9.3
Intersection Summary
HCM 6th Ctrl Delay 9.0
HCM 6th LOS A
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B WEMD 17: Coleman Ave Hedding St 05/30/2023
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 000000000000
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 12345678
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. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 2: Coleman Ave Brokaw Rd 05/30/2023
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 (vph) 300 13 401 57 21 23 319 308 75 24 377 115 Future Volume (vph) 300 13 401 57 21 23 319 308 75 24 377 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 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 Frt 1.00 0.85 1.00 0.92 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 1608 1787 1721 1805 5012 1787 3574 1559 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 1608 1787 1721 1805 5012 1787 3574 1559 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 345 15 461 66 24 26 367 354 86 28 433 132 RTOR Reduction (vph) 0 340 0 0 23 0 0 27 0 0 0 104
Lane Group Flow (vph) 345 136 0 66 27 0 367 413 0 28 433 28 Confl. Peds. (#/hr) 3 3 2 1 1 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 23.2 28.1 7.8 11.9 25.9 45.3 3.6 23.0 23.0 Effective Green, g (s) 23.2 28.1 7.8 11.9 25.9 45.3 3.6 23.0 23.0 Actuated g/C Ratio 0.22 0.26 0.07 0.11 0.24 0.42 0.03 0.21 0.21 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 390 421 130 191 436 2117 60 766 334
v/s Ratio Prot c0.19 0.04 c0.20 0.08 0.02 c0.12
v/s Ratio Perm c0.08 0.02 0.02
v/c Ratio 0.88 0.32 0.51 0.14 0.84 0.20 0.47 0.57 0.08
Uniform Delay, d1 40.7 31.9 47.9 43.0 38.7 19.5 50.9 37.6 33.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.0 0.2 1.1 0.1 13.5 0.0 2.1 0.6 0.0 Delay (s) 61.7 32.0 49.0 43.2 52.2 19.5 52.9 38.2 33.7
Level of Service E C D D D B D D C
Approach Delay (s) 44.5 46.5 34.4 37.9
Approach LOS DDCD
Intersection Summary
HCM 2000 Control Delay 39.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 107.2 Sum of lost time (s) 23.2 Intersection Capacity Utilization 86.9% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 1 0 2 14 0 7 3 768 25 29 4 870
Future Volume (vph) 1 0 2 14 0 7 3 768 25 29 4 870
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 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 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 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 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1715 2842 1719 1538 3465 3574 1599 1805 5135 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1805 2842 1810 1538 3465 3574 1599 1805 5135 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 1 0 2 15 0 8 3 826 27 31 4 935
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 10 0 0 0
Lane Group Flow (vph) 0 1 2 15 0 0 3 826 17 0 35 936
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 0% 0% 0% 5% 5% 5% 1% 1% 1% 0% 0% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 1.1 1.0 1.6 1.5 0.8 44.1 44.1 2.3 45.6 Effective Green, g (s) 1.1 1.0 1.6 1.5 0.8 44.1 44.1 2.3 45.6 Actuated g/C Ratio 0.02 0.01 0.02 0.02 0.01 0.63 0.63 0.03 0.66 Clearance Time (s) 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 28 40 41 33 39 2264 1013 59 3364
v/s Ratio Prot c0.00 0.00 0.00 c0.23 c0.02 0.18
v/s Ratio Perm 0.00 c0.01 0.01
v/c Ratio 0.04 0.05 0.37 0.01 0.08 0.36 0.02 0.59 0.28
Uniform Delay, d1 33.7 33.8 33.5 33.3 34.0 6.1 4.7 33.2 5.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.5 7.4 0.1 1.2 0.5 0.0 15.8 0.2 Delay (s) 34.4 34.4 40.9 33.4 35.2 6.5 4.8 49.0 5.3
Level of Service CCDC DAA DA
Approach Delay (s) 34.4 38.3 6.6 6.8
Approach LOS C D A A
Intersection Summary
HCM 2000 Control Delay 7.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 69.6 Sum of lost time (s) 20.6 Intersection Capacity Utilization 49.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 1
Future Volume (vph) 1
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 0.93
Growth Factor (vph) 100%
Adj. Flow (vph) 1
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 0%
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 WEMD 8: Coleman Ave Earthquakes Wy 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 22 10 28 828 819 17
Future Volume (vph) 5 22 10 28 828 819 17
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 0.89 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3248 1470 3467 5136 5119
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3248 1470 3467 5136 5119
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100%
Adj. Flow (vph) 5 23 10 29 862 853 18
RTOR Reduction (vph) 11 10 00010
Lane Group Flow (vph) 6 1 0 39 863 870 0
Confl. Peds. (#/hr) 3 3
Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% 0%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 3.8 3.8 2.0 54.0 46.3
Effective Green, g (s) 3.8 3.8 2.0 54.0 46.3
Actuated g/C Ratio 0.06 0.06 0.03 0.79 0.68
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) 181 82 101 4072 3480
v/s Ratio Prot c0.00 0.01 c0.17 c0.17
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.39 0.21 0.25
Uniform Delay, d1 30.4 30.4 32.4 1.8 4.2
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 2.9 0.1 0.2
Delay (s) 30.5 30.4 35.3 1.9 4.4
Level of Service C C D A A
Approach Delay (s) 30.5 3.3 4.4
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 4.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.25
Actuated Cycle Length (s) 68.1 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 94 0 383 0 0 1 421 783 1 1 778 100 Future Volume (vph) 94 0 383 0 0 1 421 783 1 1 778 100
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 0.99 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 0.85 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1785 2760 1594 3400 5135 1786 5040
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1423 2760 1594 3400 5135 1786 5040
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) 98 0 399 0 0 1 439 816 1 1 810 104
RTOR Reduction (vph) 0 0 185 0 1 0 0 0 0 0 10 0
Lane Group Flow (vph) 0 98 214 0 0 0 439 817 0 1 904 0
Confl. Peds. (#/hr) 2 2 2 2 2 2
Heavy Vehicles (%) 1% 1% 3% 0% 0% 0% 3% 1% 1% 1% 1% 1%
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) 10.2 34.2 5.3 10.7 48.8 0.7 38.1
Effective Green, g (s) 10.2 29.2 5.3 10.7 48.8 0.7 38.1 Actuated g/C Ratio 0.12 0.35 0.06 0.13 0.58 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) 173 962 100 434 2993 14 2294
v/s Ratio Prot c0.08 0.00 c0.13 0.16 0.00 c0.18
v/s Ratio Perm c0.07
v/c Ratio 0.57 0.22 0.00 1.01 0.27 0.07 0.39
Uniform Delay, d1 34.7 19.2 36.7 36.5 8.7 41.2 15.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.1 0.1 0.0 46.1 0.2 2.2 0.5
Delay (s) 39.8 19.4 36.7 82.6 8.9 43.3 15.6
Level of Service D B D F A D B
Approach Delay (s) 23.4 36.7 34.7 15.7
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 26.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 83.7 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/30/2023 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 (vph) 0 0 5 104 0 553 0 604 321 296 648 10 Future Volume (vph) 0 0 5 104 0 553 0 604 321 296 648 10 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
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) 1454 3502 2842 5307 1652 3335 5124
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3502 2842 5307 1652 3335 5124
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) 0 0 5 108 0 576 0 629 334 308 675 10
RTOR Reduction (vph) 0 0 5 0 0 472 0 0 192 0 2 0
Lane Group Flow (vph) 0 0 0 108 0 104 0 629 142 308 683 0 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 5% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.0 4.6 10.8 25.5 25.5 8.3 39.5
Effective Green, g (s) 1.0 4.6 10.8 25.5 25.5 8.3 39.5
Actuated g/C Ratio 0.02 0.08 0.18 0.42 0.42 0.14 0.66
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) 24 268 511 2255 702 461 3373
v/s Ratio Prot c0.03 c0.04 c0.12 c0.09 0.13
v/s Ratio Perm 0.00 0.09
v/c Ratio 0.00 0.40 0.20 0.28 0.20 0.67 0.20
Uniform Delay, d1 29.0 26.4 20.9 11.3 10.9 24.5 4.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.0 0.2 0.3 0.6 4.8 0.1
Delay (s) 29.1 27.4 21.1 11.6 11.5 29.4 4.2
Level of Service C C C B B C A
Approach Delay (s) 29.1 22.1 11.5 12.0
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 14.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 52: Brokaw Rd Costco 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 19 16 468 683 9
Future Volume (Veh/h) 1 19 16 468 683 9
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 1 20 17 498 727 10
Pedestrians 5
Lane Width (ft) 12.0
Walking Speed (ft/s) 3.5
Percent Blockage 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 520 44 22
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 520 44 22
tC, single (s) 4.2 6.4 6.2
tC, 2 stage (s)
tF (s) 2.3 3.5 3.3
p0 queue free % 100 25 99
cM capacity (veh/h) 1021 966 1056
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 21 17 498 737
Volume Left 1 0 0 727
Volume Right 0 0 498 10
cSH 1021 1700 1700 967
Volume to Capacity 0.00 0.01 0.29 0.76
Queue Length 95th (ft) 0 0 0 190
Control Delay (s) 0.4 0.0 0.0 19.5
Lane LOS A C
Approach Delay (s) 0.4 0.0 19.5
Approach LOS C
Intersection Summary
Average Delay 11.3
Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B WEMD 3: Coleman Ave Champions Wy 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 2 833 875 4
Future Volume (veh/h) 4 0 2 833 875 4
Initial Q (Qb), veh 000000
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 1870 1885 1900
Adj Flow Rate, veh/h 4 0 2 915 962 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 0 0 1 2 1 0
Cap, veh/h 14 18 7 3971 2396 10
Arrive On Green 0.01 0.00 0.00 0.78 0.65 0.65
Sat Flow, veh/h 1810 1610 1795 5274 3752 15
Grp Volume(v), veh/h 4 0 2 915 471 495
Grp Sat Flow(s),veh/h/ln 1810 1610 1795 1702 1791 1882
Q Serve(g_s), s 0.1 0.0 0.1 2.3 5.9 5.9
Cycle Q Clear(g_c), s 0.1 0.0 0.1 2.3 5.9 5.9
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 14 18 7 3971 1173 1233
V/C Ratio(X) 0.29 0.00 0.29 0.23 0.40 0.40
Avail Cap(c_a), veh/h 279 255 266 3971 1173 1233
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 3.9 3.9
Incr Delay (d2), s/veh 15.9 0.0 30.1 0.1 1.0 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 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 4.9 4.8
LnGrp LOS D A D A A A
Approach Vol, veh/h 4 917 966
Approach Delay, s/veh 39.5 1.7 4.9
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 7.9 4.3 2.1
Green Ext Time (p_c), s 0.0 11.8 18.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 3.4
HCM 6th LOS A
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B WEMD 13: Coleman Ave Airport Blvd 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 71 82 1121 253 49 738
Future Volume (veh/h) 71 82 1121 253 49 738
Initial Q (Qb), veh 000000
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 1841 1885 1885 1826
Adj Flow Rate, veh/h 73 85 1156 0 51 761
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 4 1 1 5
Cap, veh/h 349 245 2580 186 3042
Arrive On Green 0.10 0.10 0.41 0.00 0.05 0.61
Sat Flow, veh/h 3456 1585 6590 1598 3483 5149
Grp Volume(v), veh/h 73 85 1156 0 51 761
Grp Sat Flow(s),veh/h/ln 1728 1585 1583 1598 1742 1662
Q Serve(g_s), s 0.8 2.0 5.5 0.0 0.6 2.9
Cycle Q Clear(g_c), s 0.8 2.0 5.5 0.0 0.6 2.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 349 245 2580 186 3042
V/C Ratio(X) 0.21 0.35 0.45 0.27 0.25
Avail Cap(c_a), veh/h 3577 1725 2865 419 3599
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 17.2 15.7 8.9 0.0 18.9 3.7
Incr Delay (d2), s/veh 0.4 1.2 0.3 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 0.1 1.3 0.0 0.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.6 16.9 9.2 0.0 19.7 3.8
LnGrp LOS B B A B A
Approach Vol, veh/h 158 1156 812
Approach Delay, s/veh 17.2 9.2 4.8
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.1 10.5 8.4 22.6
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 4.9 4.0 2.6 7.5
Green Ext Time (p_c), s 14.7 1.0 0.0 9.4
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. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B WEMD 14: Coleman Ave I-880 SB Off Ramp 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 195 288 1014 0 0 711
Future Volume (veh/h) 195 288 1014 0 0 711
Initial Q (Qb), veh 000000
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 1707 1885 0 0 1811
Adj Flow Rate, veh/h 203 300 1056 0 0 741
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 13 1 0 0 6
Cap, veh/h 998 415 2354 0 0 2262
Arrive On Green 0.29 0.29 0.46 0.00 0.00 0.46
Sat Flow, veh/h 3483 1447 5486 0 0 5270
Grp Volume(v), veh/h 203 300 1056 0 0 741
Grp Sat Flow(s),veh/h/ln 1742 1447 1716 0 0 1648
Q Serve(g_s), s 1.9 7.9 5.9 0.0 0.0 4.0
Cycle Q Clear(g_c), s 1.9 7.9 5.9 0.0 0.0 4.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 998 415 2354 0 0 2262
V/C Ratio(X) 0.20 0.72 0.45 0.00 0.00 0.33
Avail Cap(c_a), veh/h 1643 682 2354 0 0 2262
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 11.4 13.5 7.8 0.0 0.0 7.3
Incr Delay (d2), s/veh 0.1 3.4 0.6 0.0 0.0 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 0.6 2.4 1.5 0.0 0.0 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.5 16.9 8.4 0.0 0.0 7.7
LnGrp LOS B B A A A A
Approach Vol, veh/h 503 1056 741
Approach Delay, s/veh 14.8 8.4 7.7
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 25.0 17.2 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 6.0 9.9 7.9
Green Ext Time (p_c), s 8.2 2.3 9.1
Intersection Summary
HCM 6th Ctrl Delay 9.6
HCM 6th LOS A
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B WEMD 17: Coleman Ave Hedding St 05/30/2023
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 000000000000
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 12345678
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. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 2: Coleman Ave Brokaw Rd 05/30/2023
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 (vph) 300 13 406 57 21 23 324 308 75 24 377 115 Future Volume (vph) 300 13 406 57 21 23 324 308 75 24 377 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 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 Frt 1.00 0.85 1.00 0.92 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 1593 1787 1721 1752 5012 1787 3574 1559 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 1593 1787 1721 1752 5012 1787 3574 1559 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 345 15 467 66 24 26 372 354 86 28 433 132 RTOR Reduction (vph) 0 345 0 0 23 0 0 27 0 0 0 104
Lane Group Flow (vph) 345 137 0 66 27 0 372 413 0 28 433 28 Confl. Peds. (#/hr) 3 3 2 1 1 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 2% 1% 1% 1% 3% 0% 0% 1% 1% 1%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 23.2 28.1 7.8 11.9 25.9 45.3 3.6 23.0 23.0 Effective Green, g (s) 23.2 28.1 7.8 11.9 25.9 45.3 3.6 23.0 23.0 Actuated g/C Ratio 0.22 0.26 0.07 0.11 0.24 0.42 0.03 0.21 0.21 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 390 417 130 191 423 2117 60 766 334
v/s Ratio Prot c0.19 0.04 c0.21 0.08 0.02 c0.12
v/s Ratio Perm c0.09 0.02 0.02
v/c Ratio 0.88 0.33 0.51 0.14 0.88 0.20 0.47 0.57 0.08
Uniform Delay, d1 40.7 31.9 47.9 43.0 39.1 19.5 50.9 37.6 33.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.0 0.2 1.1 0.1 18.3 0.0 2.1 0.6 0.0 Delay (s) 61.7 32.1 49.0 43.2 57.4 19.5 52.9 38.2 33.7
Level of Service E C D D E B D D C
Approach Delay (s) 44.4 46.5 36.9 37.9
Approach LOS DDDD
Intersection Summary
HCM 2000 Control Delay 40.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 107.2 Sum of lost time (s) 23.2 Intersection Capacity Utilization 87.5% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 1 0 2 14 0 7 3 773 25 29 4 875
Future Volume (vph) 1 0 2 14 0 7 3 773 25 29 4 875
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 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 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 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 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1715 2842 1719 1538 3465 3539 1599 1805 5135 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1805 2842 1810 1538 3465 3539 1599 1805 5135 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 1 0 2 15 0 8 3 831 27 31 4 941
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 10 0 0 0
Lane Group Flow (vph) 0 1 2 15 0 0 3 831 17 0 35 942
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 0% 0% 0% 5% 5% 5% 1% 2% 1% 0% 0% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 1.1 1.0 1.6 1.5 0.8 44.1 44.1 2.3 45.6 Effective Green, g (s) 1.1 1.0 1.6 1.5 0.8 44.1 44.1 2.3 45.6 Actuated g/C Ratio 0.02 0.01 0.02 0.02 0.01 0.63 0.63 0.03 0.66 Clearance Time (s) 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 28 40 41 33 39 2242 1013 59 3364
v/s Ratio Prot c0.00 0.00 0.00 c0.23 c0.02 0.18
v/s Ratio Perm 0.00 c0.01 0.01
v/c Ratio 0.04 0.05 0.37 0.01 0.08 0.37 0.02 0.59 0.28
Uniform Delay, d1 33.7 33.8 33.5 33.3 34.0 6.1 4.7 33.2 5.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.5 7.4 0.1 1.2 0.5 0.0 15.8 0.2 Delay (s) 34.4 34.4 40.9 33.4 35.2 6.6 4.8 49.0 5.3
Level of Service CCDC DAA DA
Approach Delay (s) 34.4 38.3 6.6 6.8
Approach LOS C D A A
Intersection Summary
HCM 2000 Control Delay 7.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 69.6 Sum of lost time (s) 20.6 Intersection Capacity Utilization 49.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 1
Future Volume (vph) 1
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 0.93
Growth Factor (vph) 100%
Adj. Flow (vph) 1
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 0%
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 WEMD 8: Coleman Ave Earthquakes Wy 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 22 10 28 833 824 17
Future Volume (vph) 5 22 10 28 833 824 17
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 0.89 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3248 1470 3467 5085 5070
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3248 1470 3467 5085 5070
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100%
Adj. Flow (vph) 5 23 10 29 868 858 18
RTOR Reduction (vph) 11 10 00010
Lane Group Flow (vph) 6 1 0 39 868 875 0
Confl. Peds. (#/hr) 3 3
Heavy Vehicles (%) 0% 0% 1% 1% 2% 2% 0%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 3.8 3.8 2.0 54.0 46.3
Effective Green, g (s) 3.8 3.8 2.0 54.0 46.3
Actuated g/C Ratio 0.06 0.06 0.03 0.79 0.68
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) 181 82 101 4032 3447
v/s Ratio Prot c0.00 0.01 c0.17 c0.17
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.39 0.22 0.25
Uniform Delay, d1 30.4 30.4 32.4 1.8 4.2
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 2.9 0.1 0.2
Delay (s) 30.5 30.4 35.3 1.9 4.4
Level of Service C C D A A
Approach Delay (s) 30.5 3.3 4.4
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 4.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.25
Actuated Cycle Length (s) 68.1 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 94 0 398 0 0 1 436 788 1 1 783 100 Future Volume (vph) 94 0 398 0 0 1 436 788 1 1 783 100
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 0.99 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 0.85 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1785 2656 1594 3303 5084 1786 4997
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1423 2656 1594 3303 5084 1786 4997
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) 98 0 415 0 0 1 454 821 1 1 816 104
RTOR Reduction (vph) 0 0 183 0 1 0 0 0 0 0 10 0
Lane Group Flow (vph) 0 98 232 0 0 0 454 822 0 1 910 0
Confl. Peds. (#/hr) 2 2 2 2 2 2
Heavy Vehicles (%) 1% 1% 7% 0% 0% 0% 6% 2% 1% 1% 2% 1%
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) 9.6 34.6 5.3 11.7 49.7 0.7 38.0
Effective Green, g (s) 9.6 29.6 5.3 11.7 49.7 0.7 38.0
Actuated g/C Ratio 0.11 0.35 0.06 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) 162 935 100 460 3008 14 2260
v/s Ratio Prot c0.09 0.00 c0.14 0.16 0.00 c0.18
v/s Ratio Perm c0.07
v/c Ratio 0.60 0.25 0.00 0.99 0.27 0.07 0.40
Uniform Delay, d1 35.4 19.3 36.9 36.1 8.4 41.3 15.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 7.2 0.1 0.0 38.2 0.2 2.2 0.5
Delay (s) 42.6 19.4 36.9 74.3 8.6 43.5 15.9
Level of Service D B D E A D B
Approach Delay (s) 23.9 36.9 31.9 16.0
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 25.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 84.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/30/2023 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 (vph) 0 0 5 104 0 553 0 604 321 316 648 10 Future Volume (vph) 0 0 5 104 0 553 0 604 321 316 648 10 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
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) 1454 3502 2842 5307 1652 3155 5124
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3502 2842 5307 1652 3155 5124
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) 0 0 5 108 0 576 0 629 334 329 675 10
RTOR Reduction (vph) 0 0 5 0 0 472 0 0 192 0 2 0
Lane Group Flow (vph) 0 0 0 108 0 104 0 629 142 329 683 0 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 11% 1% 1% Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.0 4.6 10.8 25.5 25.5 8.3 39.5
Effective Green, g (s) 1.0 4.6 10.8 25.5 25.5 8.3 39.5
Actuated g/C Ratio 0.02 0.08 0.18 0.42 0.42 0.14 0.66
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) 24 268 511 2255 702 436 3373
v/s Ratio Prot c0.03 c0.04 c0.12 c0.10 0.13
v/s Ratio Perm 0.00 0.09
v/c Ratio 0.00 0.40 0.20 0.28 0.20 0.75 0.20
Uniform Delay, d1 29.0 26.4 20.9 11.3 10.9 24.9 4.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.0 0.2 0.3 0.6 8.6 0.1
Delay (s) 29.1 27.4 21.1 11.6 11.5 33.5 4.2
Level of Service C C C B B C A
Approach Delay (s) 29.1 22.1 11.5 13.7
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 15.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.41
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 52: Brokaw Rd Costco 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 24 21 468 683 9
Future Volume (Veh/h) 1 24 21 468 683 9
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 1 26 22 498 727 10
Pedestrians 5
Lane Width (ft) 12.0
Walking Speed (ft/s) 3.5
Percent Blockage 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 525 55 27
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 525 55 27
tC, single (s) 4.2 6.4 6.2
tC, 2 stage (s)
tF (s) 2.3 3.5 3.3
p0 queue free % 100 24 99
cM capacity (veh/h) 1017 952 1049
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 27 22 498 737
Volume Left 1 0 0 727
Volume Right 0 0 498 10
cSH 1017 1700 1700 954
Volume to Capacity 0.00 0.01 0.29 0.77
Queue Length 95th (ft) 0 0 0 198
Control Delay (s) 0.3 0.0 0.0 20.3
Lane LOS A C
Approach Delay (s) 0.3 0.0 20.3
Approach LOS C
Intersection Summary
Average Delay 11.7
Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background WEMD 3: Coleman Ave Champions Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 2 1274 954 4
Future Volume (veh/h) 4 0 2 1274 954 4
Initial Q (Qb), veh 000000
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 1900 1900 1900
Adj Flow Rate, veh/h 4 0 2 1428 1069 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 0 0 1 0 0 0
Cap, veh/h 14 18 7 4034 3494 13
Arrive On Green 0.01 0.00 0.00 0.78 0.65 0.65
Sat Flow, veh/h 1810 1610 1795 5358 5505 20
Grp Volume(v), veh/h 4 0 2 1428 693 380
Grp Sat Flow(s),veh/h/ln 1810 1610 1795 1729 1729 1896
Q Serve(g_s), s 0.1 0.0 0.1 4.1 4.1 4.1
Cycle Q Clear(g_c), s 0.1 0.0 0.1 4.1 4.1 4.1
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 14 18 7 4034 2265 1242
V/C Ratio(X) 0.29 0.00 0.29 0.35 0.31 0.31
Avail Cap(c_a), veh/h 279 255 266 4034 2265 1242
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 1.6 3.6 3.6
Incr Delay (d2), s/veh 15.9 0.0 30.1 0.2 0.3 0.6
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 0.1 0.7 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 0.0 53.9 1.9 3.9 4.2
LnGrp LOS D A D A A A
Approach Vol, veh/h 4 1430 1073
Approach Delay, s/veh 39.5 2.0 4.0
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 6.1 6.1 2.1
Green Ext Time (p_c), s 0.0 13.6 25.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 2.9
HCM 6th LOS A
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background WEMD 13: Coleman Ave Airport Blvd 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 71 89 1453 253 75 891
Future Volume (veh/h) 71 89 1453 253 75 891
Initial Q (Qb), veh 000000
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 1900 1885 1885 1885
Adj Flow Rate, veh/h 75 94 1528 0 79 937
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 0 1 1 1
Cap, veh/h 366 279 2695 245 3205
Arrive On Green 0.11 0.11 0.41 0.00 0.07 0.62
Sat Flow, veh/h 3456 1585 6802 1598 3483 5316
Grp Volume(v), veh/h 75 94 1528 0 79 937
Grp Sat Flow(s),veh/h/ln 1728 1585 1634 1598 1742 1716
Q Serve(g_s), s 0.9 2.3 7.9 0.0 1.0 3.7
Cycle Q Clear(g_c), s 0.9 2.3 7.9 0.0 1.0 3.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 366 279 2695 245 3205
V/C Ratio(X) 0.21 0.34 0.57 0.32 0.29
Avail Cap(c_a), veh/h 3360 1653 2779 394 3492
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 18.1 16.0 10.0 0.0 19.6 3.8
Incr Delay (d2), s/veh 0.4 1.0 0.5 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 0.1 2.0 0.0 0.4 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.5 17.0 10.4 0.0 20.3 4.0
LnGrp LOS B B B C A
Approach Vol, veh/h 169 1528 1016
Approach Delay, s/veh 17.6 10.4 5.2
Approach LOS B B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 33.2 11.0 9.3 23.9
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 5.7 4.3 3.0 9.9
Green Ext Time (p_c), s 17.0 1.1 0.0 8.3
Intersection Summary
HCM 6th Ctrl Delay 8.9
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background WEMD 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 195 554 1276 0 0 864
Future Volume (veh/h) 195 554 1276 0 0 864
Initial Q (Qb), veh 000000
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 1900 1885 0 0 1885
Adj Flow Rate, veh/h 207 589 1356 0 0 918
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 0 1 0 0 1
Cap, veh/h 1448 669 1851 0 0 1851
Arrive On Green 0.42 0.42 0.36 0.00 0.00 0.36
Sat Flow, veh/h 3483 1610 5486 0 0 5486
Grp Volume(v), veh/h 207 589 1356 0 0 918
Grp Sat Flow(s),veh/h/ln 1742 1610 1716 0 0 1716
Q Serve(g_s), s 1.8 16.2 11.0 0.0 0.0 6.7
Cycle Q Clear(g_c), s 1.8 16.2 11.0 0.0 0.0 6.7
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1448 669 1851 0 0 1851
V/C Ratio(X) 0.14 0.88 0.73 0.00 0.00 0.50
Avail Cap(c_a), veh/h 1586 733 1851 0 0 1851
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 8.7 12.9 13.4 0.0 0.0 12.0
Incr Delay (d2), s/veh 0.1 11.8 2.6 0.0 0.0 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 0.5 6.5 3.6 0.0 0.0 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.8 24.7 16.0 0.0 0.0 13.0
LnGrp LOS A C B A A B
Approach Vol, veh/h 796 1356 918
Approach Delay, s/veh 20.6 16.0 13.0
Approach LOS C B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 23.0 25.1 23.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 17.3 21.9 17.3
Max Q Clear Time (g_c+I1), s 8.7 18.2 13.0
Green Ext Time (p_c), s 6.5 1.8 4.0
Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background WEMD 17: Coleman Ave Hedding St 05/26/2023
Weekend Mid-Day 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) 105 114 81 49 141 189 79 813 28 109 533 100 Future Volume (veh/h) 105 114 81 49 141 189 79 813 28 109 533 100 Initial Q (Qb), veh 000000000000
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 118 128 91 55 158 0 89 911 31 122 597 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 219 362 238 83 572 174 1464 50 221 2008
Arrive On Green 0.06 0.18 0.18 0.05 0.16 0.00 0.10 0.41 0.41 0.06 0.39 0.00 Sat Flow, veh/h 3483 2055 1351 1795 3676 0 1795 3534 120 3483 5316 0 Grp Volume(v), veh/h 118 110 109 55 158 0 89 462 480 122 597 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1614 1795 1791 0 1795 1791 1864 1742 1716 0 Q Serve(g_s), s 2.4 3.9 4.3 2.2 2.8 0.0 3.4 14.7 14.7 2.4 5.8 0.0 Cycle Q Clear(g_c), s 2.4 3.9 4.3 2.2 2.8 0.0 3.4 14.7 14.7 2.4 5.8 0.0 Prop In Lane 1.00 0.84 1.00 0.00 1.00 0.06 1.00 0.00
Lane Grp Cap(c), veh/h 219 316 285 83 572 174 742 772 221 2008 V/C Ratio(X) 0.54 0.35 0.38 0.66 0.28 0.51 0.62 0.62 0.55 0.30 Avail Cap(c_a), veh/h 247 721 650 125 1437 174 742 772 256 2008 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 33.8 26.6 0.0 30.9 16.7 16.7 32.7 15.2 0.0 Incr Delay (d2), s/veh 2.1 0.7 0.8 8.6 0.3 0.0 10.3 3.9 3.8 2.2 0.4 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 1.0 1.6 1.6 1.1 1.2 0.0 1.9 6.0 6.2 1.0 2.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 26.7 27.0 42.4 26.9 0.0 41.2 20.6 20.4 34.9 15.5 0.0 LnGrp LOS C C C D C D C C C B
Approach Vol, veh/h 337 213 1031 719
Approach Delay, s/veh 29.6 30.9 22.3 18.8
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 33.8 9.6 16.6 10.3 35.5 8.4 17.8 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 5.1 28.9 5.3 29.1 5.0 29.0 Max Q Clear Time (g_c+I1), s 5.4 7.8 4.4 4.8 4.4 16.7 4.2 6.3 Green Ext Time (p_c), s 0.0 7.9 0.0 0.6 0.0 8.4 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 2: Coleman Ave Brokaw Rd 05/26/2023
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 (vph) 318 13 379 57 21 23 358 487 75 24 508 287 Future Volume (vph) 318 13 379 57 21 23 358 487 75 24 508 287 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 0.98 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 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1715 1725 1615 1698 1747 1599 1805 5067 1787 5136 1560 Flt Permitted 0.95 0.96 1.00 0.95 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1715 1725 1615 1698 1747 1599 1805 5067 1787 5136 1560 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 373 15 444 67 25 27 420 571 88 28 596 336 RTOR Reduction (vph) 0 0 76 0 0 25 0 15 0 0 0 247
Lane Group Flow (vph) 194 194 368 46 46 2 420 644 0 28 596 89 Confl. Peds. (#/hr) 3 3 2 1 1 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 0% 0% 0% 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) 18.9 18.9 43.8 7.6 7.6 7.6 18.7 41.2 2.1 24.6 24.6 Effective Green, g (s) 18.9 18.9 43.8 7.6 7.6 7.6 18.7 41.2 2.1 24.6 24.6 Actuated g/C Ratio 0.20 0.20 0.47 0.08 0.08 0.08 0.20 0.44 0.02 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) 348 350 760 138 142 130 362 2244 40 1358 412 v/s Ratio Prot 0.11 0.11 c0.23 c0.03 0.03 0.00 c0.23 0.13 0.02 c0.12 v/s Ratio Perm 0.06
v/c Ratio 0.56 0.55 0.48 0.33 0.32 0.02 1.16 0.29 0.70 0.44 0.22 Uniform Delay, d1 33.3 33.3 16.9 40.3 40.3 39.3 37.1 16.5 45.1 28.5 26.7 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 1.1 1.1 0.2 0.5 0.5 0.0 98.5 0.0 35.2 0.1 0.1 Delay (s) 34.4 34.3 17.0 40.8 40.8 39.3 135.6 16.6 80.3 28.5 26.8 Level of Service C C B D D D F B F C C
Approach Delay (s) 25.1 40.5 62.9 29.4
Approach LOS C D E C
Intersection Summary
HCM 2000 Control Delay 40.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 93.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 115 0 233 14 0 7 51 1100 25 29 4 930 Future Volume (vph) 115 0 233 14 0 7 51 1100 25 29 4 930 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 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 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) 1715 1715 2842 1719 1538 3467 3574 1599 1805 5165 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) 1715 1358 2842 1810 1538 3467 3574 1599 1805 5165 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 126 0 256 15 0 8 56 1206 27 32 4 1020
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 13 0 0 3
Lane Group Flow (vph) 63 63 256 15 0 0 56 1206 14 0 36 1044 Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr)
Heavy Vehicles (%) 0% 0% 0% 5% 5% 5% 1% 1% 1% 0% 0% 0%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 7.7 7.7 9.6 1.7 3.6 2.8 34.5 34.5 1.8 33.5 Effective Green, g (s) 7.7 7.7 9.6 1.7 3.6 2.8 34.5 34.5 1.8 33.5 Actuated g/C Ratio 0.11 0.11 0.14 0.02 0.05 0.04 0.51 0.51 0.03 0.49 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) 193 153 400 45 81 142 1807 808 47 2537 v/s Ratio Prot 0.04 c0.09 0.00 0.02 c0.34 c0.02 0.20
v/s Ratio Perm 0.05 c0.01 0.01
v/c Ratio 0.33 0.41 0.64 0.33 0.01 0.39 0.67 0.02 0.77 0.41 Uniform Delay, d1 27.9 28.1 27.7 32.7 30.6 31.9 12.6 8.4 33.0 11.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 2.4 3.5 5.9 0.0 2.5 2.0 0.0 53.5 0.5 Delay (s) 29.2 30.6 31.1 38.6 30.6 34.3 14.5 8.4 86.5 11.6 Level of Service C C C D C C B A F B
Approach Delay (s) 30.7 35.8 15.3 14.1
Approach LOS C D B B
Intersection Summary
HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 68.2 Sum of lost time (s) 20.6 Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day 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 0.93
Growth Factor (vph) 102%
Adj. Flow (vph) 27
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 0%
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 WEMD 8: Coleman Ave Earthquakes Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 22 10 28 1208 1110 17
Future Volume (vph) 5 22 10 28 1208 1110 17
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 0.89 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3248 1470 3467 5136 5174
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3248 1470 3467 5136 5174
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 5 23 11 30 1284 1179 18
RTOR Reduction (vph) 11 10 00010
Lane Group Flow (vph) 6 1 0 41 1284 1196 0
Confl. Peds. (#/hr) 3 3
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 0% 0% 1% 1% 1% 0% 0%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 7.3 7.3 1.9 55.7 48.1
Effective Green, g (s) 7.3 7.3 1.9 55.7 48.1
Actuated g/C Ratio 0.10 0.10 0.03 0.76 0.66
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) 323 146 89 3902 3395
v/s Ratio Prot c0.00 0.01 c0.25 c0.23
v/s Ratio Perm 0.00
v/c Ratio 0.02 0.01 0.46 0.33 0.35
Uniform Delay, d1 29.8 29.7 35.2 2.8 5.6
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 0.0 4.4 0.2 0.3
Delay (s) 29.8 29.8 39.6 3.0 5.9
Level of Service C C D A A
Approach Delay (s) 29.8 4.2 5.9
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 5.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 73.3 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
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 (vph) 94 0 373 0 0 1 411 1211 1 1 1069 100 Future Volume (vph) 94 0 373 0 0 1 411 1211 1 1 1069 100 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 0.99 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 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1785 2814 1594 3467 5135 1787 5064
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1423 2814 1594 3467 5135 1787 5064
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) 104 0 414 0 0 1 456 1343 1 1 1185 111
RTOR Reduction (vph) 0 0 179 010000070
Lane Group Flow (vph) 0 104 235 0 0 0 456 1344 0 1 1289 0 Confl. Peds. (#/hr) 2 2 2 2 2 2
Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 1% 1% 1% 1% 1% 1%
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) 10.1 29.4 1.0 10.3 46.6 0.9 36.5
Effective Green, g (s) 10.1 24.4 1.0 10.3 46.6 0.9 36.5 Actuated g/C Ratio 0.13 0.32 0.01 0.13 0.60 0.01 0.47
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) 185 888 20 461 3095 20 2391
v/s Ratio Prot c0.08 0.00 c0.13 0.26 0.00 c0.25
v/s Ratio Perm c0.07
v/c Ratio 0.56 0.27 0.00 0.99 0.43 0.05 0.54
Uniform Delay, d1 31.5 19.8 37.7 33.4 8.3 37.8 14.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.7 0.2 0.0 38.6 0.4 1.0 0.9
Delay (s) 36.2 19.9 37.7 72.1 8.7 38.8 15.3
Level of Service D B D E A D B
Approach Delay (s) 23.2 37.7 24.8 15.3
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 21.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 77.3 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 Weekend Mid-Day 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 5 104 0 659 0 762 321 357 761 10 Future Volume (vph) 0 0 5 104 0 659 0 762 321 357 761 10 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 0.93 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) 1358 3502 2842 5307 1652 3467 5124
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1358 3502 2842 5307 1652 3467 5124
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) 0 0 5 110 0 700 0 810 341 379 809 11
RTOR Reduction (vph) 0 0 5 0 0 450 0 0 200 0 2 0
Lane Group Flow (vph) 0 0 0 111 0 250 0 810 141 379 818 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.0 6.3 12.5 25.5 25.5 8.3 39.5
Effective Green, g (s) 1.0 6.3 12.5 25.5 25.5 8.3 39.5
Actuated g/C Ratio 0.02 0.10 0.20 0.41 0.41 0.13 0.64
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) 22 357 575 2193 682 466 3280
v/s Ratio Prot 0.03 c0.09 c0.15 c0.11 0.16
v/s Ratio Perm 0.00 0.09
v/c Ratio 0.00 0.31 0.44 0.37 0.21 0.81 0.25
Uniform Delay, d1 29.9 25.7 21.5 12.5 11.6 25.9 4.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.5 0.5 0.5 0.7 11.7 0.2
Delay (s) 29.9 26.2 22.0 13.0 12.3 37.6 4.9
Level of Service C C C B B D A
Approach Delay (s) 29.9 22.6 12.8 15.3
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 16.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 61.7 Sum of lost time (s) 20.6 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 52: Private Dr/Costco Brokaw Rd 05/30/2023
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 (vph) 4 53 0 168 84 468 0 0 75 683 0 9
Future Volume (vph) 4 53 0 168 84 468 0 0 75 683 0 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.87 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1703 1676 1805 1616 1644 1807
Flt Permitted 0.17 1.00 0.72 1.00 1.00 0.95
Satd. Flow (perm) 298 1676 1366 1616 1644 1807
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) 4 58 0 182 91 508 0 0 81 741 0 10
RTOR Reduction (vph) 0 0 0 0 208 0 0 76 0 0 40 0
Lane Group Flow (vph) 4 58 0 182 391 0 0 5 0 0 711 0
Confl. Peds. (#/hr) 5 5
Heavy Vehicles (%) 6% 2% 6% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 24.1 24.1 24.1 24.1 4.3 34.6
Effective Green, g (s) 24.1 24.1 24.1 24.1 4.3 34.6
Actuated g/C Ratio 0.32 0.32 0.32 0.32 0.06 0.45
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 93 527 430 509 92 817
v/s Ratio Prot 0.03 c0.24 c0.00 c0.39
v/s Ratio Perm 0.01 0.13
v/c Ratio 0.04 0.11 0.42 0.77 0.05 0.87
Uniform Delay, d1 18.2 18.6 20.7 23.7 34.2 18.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.4 3.0 10.6 0.2 10.0
Delay (s) 19.1 19.0 23.7 34.3 34.4 28.9
Level of Service B B C C C C
Approach Delay (s) 19.0 31.8 34.4 28.9
Approach LOS B C C C
Intersection Summary
HCM 2000 Control Delay 30.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 76.5 Sum of lost time (s) 13.5 Intersection Capacity Utilization 87.7% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B WEMD 3: Coleman Ave Champions Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 2 1278 958 4
Future Volume (veh/h) 4 0 2 1278 958 4
Initial Q (Qb), veh 000000
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 1885 1900
Adj Flow Rate, veh/h 4 0 2 1432 1074 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 0 0 1 1 1 0
Cap, veh/h 14 18 7 4002 3467 13
Arrive On Green 0.01 0.00 0.00 0.78 0.65 0.65
Sat Flow, veh/h 1810 1610 1795 5316 5463 20
Grp Volume(v), veh/h 4 0 2 1432 696 382
Grp Sat Flow(s),veh/h/ln 1810 1610 1795 1716 1716 1882
Q Serve(g_s), s 0.1 0.0 0.1 4.1 4.2 4.2
Cycle Q Clear(g_c), s 0.1 0.0 0.1 4.1 4.2 4.2
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 14 18 7 4002 2247 1232
V/C Ratio(X) 0.29 0.00 0.29 0.36 0.31 0.31
Avail Cap(c_a), veh/h 279 255 266 4002 2247 1232
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 1.6 3.6 3.6
Incr Delay (d2), s/veh 15.9 0.0 30.1 0.3 0.4 0.7
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 0.1 0.7 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 0.0 53.9 1.9 3.9 4.2
LnGrp LOS D A D A A A
Approach Vol, veh/h 4 1434 1078
Approach Delay, s/veh 39.5 2.0 4.0
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 6.2 6.1 2.1
Green Ext Time (p_c), s 0.0 13.6 25.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 2.9
HCM 6th LOS A
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B WEMD 13: Coleman Ave Airport Blvd 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 71 89 1467 253 75 905
Future Volume (veh/h) 71 89 1467 253 75 905
Initial Q (Qb), veh 000000
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 1870
Adj Flow Rate, veh/h 75 94 1543 0 79 952
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 1 1 1 2
Cap, veh/h 366 279 2677 244 3182
Arrive On Green 0.11 0.11 0.41 0.00 0.07 0.62
Sat Flow, veh/h 3456 1585 6749 1598 3483 5274
Grp Volume(v), veh/h 75 94 1543 0 79 952
Grp Sat Flow(s),veh/h/ln 1728 1585 1621 1598 1742 1702
Q Serve(g_s), s 0.9 2.3 8.1 0.0 1.0 3.8
Cycle Q Clear(g_c), s 0.9 2.3 8.1 0.0 1.0 3.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 366 279 2677 244 3182
V/C Ratio(X) 0.21 0.34 0.58 0.32 0.30
Avail Cap(c_a), veh/h 3357 1651 2754 393 3461
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 18.1 16.0 10.0 0.0 19.6 3.9
Incr Delay (d2), s/veh 0.4 1.0 0.5 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 2.2 2.0 0.0 0.4 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.5 17.0 10.5 0.0 20.3 4.0
LnGrp LOS B B B C A
Approach Vol, veh/h 169 1543 1031
Approach Delay, s/veh 17.6 10.5 5.2
Approach LOS B B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 33.3 11.0 9.3 24.0
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 5.8 4.3 3.0 10.1
Green Ext Time (p_c), s 17.1 1.1 0.0 8.2
Intersection Summary
HCM 6th Ctrl Delay 9.0
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B WEMD 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 195 568 1276 0 0 878
Future Volume (veh/h) 195 568 1276 0 0 878
Initial Q (Qb), veh 000000
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 1856 1885 0 0 1870
Adj Flow Rate, veh/h 207 604 1356 0 0 933
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 3 1 0 0 2
Cap, veh/h 1480 668 1822 0 0 1808
Arrive On Green 0.42 0.42 0.35 0.00 0.00 0.35
Sat Flow, veh/h 3483 1572 5486 0 0 5443
Grp Volume(v), veh/h 207 604 1356 0 0 933
Grp Sat Flow(s),veh/h/ln 1742 1572 1716 0 0 1702
Q Serve(g_s), s 1.8 17.5 11.3 0.0 0.0 7.1
Cycle Q Clear(g_c), s 1.8 17.5 11.3 0.0 0.0 7.1
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1480 668 1822 0 0 1808
V/C Ratio(X) 0.14 0.90 0.74 0.00 0.00 0.52
Avail Cap(c_a), veh/h 1561 705 1822 0 0 1808
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 8.6 13.1 13.8 0.0 0.0 12.5
Incr Delay (d2), s/veh 0.1 15.1 2.8 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 0.5 7.4 3.8 0.0 0.0 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.7 28.2 16.6 0.0 0.0 13.5
LnGrp LOS A C B A A B
Approach Vol, veh/h 811 1356 933
Approach Delay, s/veh 23.2 16.6 13.5
Approach LOS C B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 23.0 25.9 23.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 17.3 21.9 17.3
Max Q Clear Time (g_c+I1), s 9.1 19.5 13.3
Green Ext Time (p_c), s 6.4 1.2 3.7
Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B WEMD 17: Coleman Ave Hedding St 05/26/2023
Weekend Mid-Day 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) 105 114 81 49 141 189 79 813 28 109 533 100 Future Volume (veh/h) 105 114 81 49 141 189 79 813 28 109 533 100 Initial Q (Qb), veh 000000000000
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 118 128 91 55 158 0 89 911 31 122 597 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 219 362 238 83 572 174 1464 50 221 2008
Arrive On Green 0.06 0.18 0.18 0.05 0.16 0.00 0.10 0.41 0.41 0.06 0.39 0.00 Sat Flow, veh/h 3483 2055 1351 1795 3676 0 1795 3534 120 3483 5316 0 Grp Volume(v), veh/h 118 110 109 55 158 0 89 462 480 122 597 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1614 1795 1791 0 1795 1791 1864 1742 1716 0 Q Serve(g_s), s 2.4 3.9 4.3 2.2 2.8 0.0 3.4 14.7 14.7 2.4 5.8 0.0 Cycle Q Clear(g_c), s 2.4 3.9 4.3 2.2 2.8 0.0 3.4 14.7 14.7 2.4 5.8 0.0 Prop In Lane 1.00 0.84 1.00 0.00 1.00 0.06 1.00 0.00
Lane Grp Cap(c), veh/h 219 316 285 83 572 174 742 772 221 2008 V/C Ratio(X) 0.54 0.35 0.38 0.66 0.28 0.51 0.62 0.62 0.55 0.30 Avail Cap(c_a), veh/h 247 721 650 125 1437 174 742 772 256 2008 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 33.8 26.6 0.0 30.9 16.7 16.7 32.7 15.2 0.0 Incr Delay (d2), s/veh 2.1 0.7 0.8 8.6 0.3 0.0 10.3 3.9 3.8 2.2 0.4 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 1.0 1.6 1.6 1.1 1.2 0.0 1.9 6.0 6.2 1.0 2.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 26.7 27.0 42.4 26.9 0.0 41.2 20.6 20.4 34.9 15.5 0.0 LnGrp LOS C C C D C D C C C B
Approach Vol, veh/h 337 213 1031 719
Approach Delay, s/veh 29.6 30.9 22.3 18.8
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 33.8 9.6 16.6 10.3 35.5 8.4 17.8 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 5.1 28.9 5.3 29.1 5.0 29.0 Max Q Clear Time (g_c+I1), s 5.4 7.8 4.4 4.8 4.4 16.7 4.2 6.3 Green Ext Time (p_c), s 0.0 7.9 0.0 0.6 0.0 8.4 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 2: Coleman Ave Brokaw Rd 05/26/2023
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 (vph) 318 13 383 57 21 23 362 487 75 24 508 287 Future Volume (vph) 318 13 383 57 21 23 362 487 75 24 508 287 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 0.98 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 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1715 1725 1599 1698 1747 1599 1787 5067 1787 5136 1560 Flt Permitted 0.95 0.96 1.00 0.95 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1715 1725 1599 1698 1747 1599 1787 5067 1787 5136 1560 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 373 15 449 67 25 27 424 571 88 28 596 336 RTOR Reduction (vph) 0 0 76 0 0 25 0 15 0 0 0 247
Lane Group Flow (vph) 194 194 373 46 46 2 424 644 0 28 596 89 Confl. Peds. (#/hr) 3 3 2 1 1 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% 1% 0% 0% 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) 19.2 19.2 44.1 7.5 7.5 7.5 18.7 41.2 2.1 24.6 24.6 Effective Green, g (s) 19.2 19.2 44.1 7.5 7.5 7.5 18.7 41.2 2.1 24.6 24.6 Actuated g/C Ratio 0.21 0.21 0.47 0.08 0.08 0.08 0.20 0.44 0.02 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) 353 355 756 136 140 128 358 2239 40 1355 411 v/s Ratio Prot 0.11 0.11 c0.23 c0.03 0.03 0.00 c0.24 0.13 0.02 c0.12 v/s Ratio Perm 0.06
v/c Ratio 0.55 0.55 0.49 0.34 0.33 0.02 1.18 0.29 0.70 0.44 0.22 Uniform Delay, d1 33.1 33.1 16.9 40.5 40.5 39.5 37.2 16.6 45.2 28.6 26.8 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 0.9 0.9 0.2 0.5 0.5 0.0 107.8 0.0 35.2 0.1 0.1 Delay (s) 34.1 34.0 17.1 41.0 41.0 39.5 145.1 16.6 80.4 28.6 26.9 Level of Service C C B D D D F B F C C
Approach Delay (s) 24.9 40.7 66.9 29.5
Approach LOS C D E C
Intersection Summary
HCM 2000 Control Delay 42.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 93.2 Sum of lost time (s) 23.2 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 115 0 233 14 0 7 51 1104 25 29 4 934 Future Volume (vph) 115 0 233 14 0 7 51 1104 25 29 4 934 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 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 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) 1715 1715 2842 1719 1538 3467 3574 1599 1805 5115 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) 1715 1358 2842 1810 1538 3467 3574 1599 1805 5115 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 126 0 256 15 0 8 56 1211 27 32 4 1024
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 13 0 0 3
Lane Group Flow (vph) 63 63 256 15 0 0 56 1211 14 0 36 1048 Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr)
Heavy Vehicles (%) 0% 0% 0% 5% 5% 5% 1% 1% 1% 0% 0% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 7.7 7.7 9.6 1.7 3.6 2.8 34.5 34.5 1.8 33.5 Effective Green, g (s) 7.7 7.7 9.6 1.7 3.6 2.8 34.5 34.5 1.8 33.5 Actuated g/C Ratio 0.11 0.11 0.14 0.02 0.05 0.04 0.51 0.51 0.03 0.49 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) 193 153 400 45 81 142 1807 808 47 2512 v/s Ratio Prot 0.04 c0.09 0.00 0.02 c0.34 c0.02 0.20
v/s Ratio Perm 0.05 c0.01 0.01
v/c Ratio 0.33 0.41 0.64 0.33 0.01 0.39 0.67 0.02 0.77 0.42 Uniform Delay, d1 27.9 28.1 27.7 32.7 30.6 31.9 12.6 8.4 33.0 11.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 2.4 3.5 5.9 0.0 2.5 2.0 0.0 53.5 0.5 Delay (s) 29.2 30.6 31.1 38.6 30.6 34.3 14.6 8.4 86.5 11.6 Level of Service C C C D C C B A F B
Approach Delay (s) 30.7 35.8 15.3 14.1
Approach LOS C D B B
Intersection Summary
HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 68.2 Sum of lost time (s) 20.6 Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day 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 0.93
Growth Factor (vph) 102%
Adj. Flow (vph) 27
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 0%
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 WEMD 8: Coleman Ave Earthquakes Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 22 10 28 1212 1114 17
Future Volume (vph) 5 22 10 28 1212 1114 17
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 0.89 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3248 1470 3467 5136 5124
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3248 1470 3467 5136 5124
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 5 23 11 30 1288 1184 18
RTOR Reduction (vph) 11 10 00010
Lane Group Flow (vph) 6 1 0 41 1288 1201 0
Confl. Peds. (#/hr) 3 3
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% 0%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 7.3 7.3 1.9 55.7 48.1
Effective Green, g (s) 7.3 7.3 1.9 55.7 48.1
Actuated g/C Ratio 0.10 0.10 0.03 0.76 0.66
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) 323 146 89 3902 3362
v/s Ratio Prot c0.00 0.01 c0.25 c0.23
v/s Ratio Perm 0.00
v/c Ratio 0.02 0.01 0.46 0.33 0.36
Uniform Delay, d1 29.8 29.7 35.2 2.8 5.7
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 0.0 4.4 0.2 0.3
Delay (s) 29.8 29.8 39.6 3.0 6.0
Level of Service C C D A A
Approach Delay (s) 29.8 4.2 6.0
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 5.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 73.3 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
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 (vph) 94 0 383 0 0 1 421 1215 1 1 1073 100 Future Volume (vph) 94 0 383 0 0 1 421 1215 1 1 1073 100 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 0.99 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 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1785 2760 1594 3400 5135 1787 5064
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1423 2760 1594 3400 5135 1787 5064
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) 104 0 425 0 0 1 467 1347 1 1 1190 111
RTOR Reduction (vph) 0 0 178 010000060
Lane Group Flow (vph) 0 104 247 0 0 0 467 1348 0 1 1295 0 Confl. Peds. (#/hr) 2 2 2 2 2 2
Heavy Vehicles (%) 1% 1% 3% 0% 0% 0% 3% 1% 1% 1% 1% 1%
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) 10.2 29.5 1.0 10.3 46.6 0.9 36.5
Effective Green, g (s) 10.2 24.5 1.0 10.3 46.6 0.9 36.5 Actuated g/C Ratio 0.13 0.32 0.01 0.13 0.60 0.01 0.47
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) 187 873 20 452 3091 20 2388
v/s Ratio Prot c0.09 0.00 c0.14 0.26 0.00 c0.26
v/s Ratio Perm c0.07
v/c Ratio 0.56 0.28 0.00 1.03 0.44 0.05 0.54
Uniform Delay, d1 31.5 19.9 37.7 33.6 8.3 37.8 14.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.4 0.2 0.0 51.1 0.4 1.0 0.9
Delay (s) 35.8 20.0 37.7 84.7 8.8 38.9 15.4
Level of Service D C D F A D B
Approach Delay (s) 23.1 37.7 28.3 15.4
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 23.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 77.4 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
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 Weekend Mid-Day 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 5 104 0 659 0 762 321 371 761 10 Future Volume (vph) 0 0 5 104 0 659 0 762 321 371 761 10 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 0.93 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) 1358 3502 2842 5307 1652 3367 5124
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1358 3502 2842 5307 1652 3367 5124
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) 0 0 5 110 0 700 0 810 341 394 809 11
RTOR Reduction (vph) 0 0 5 0 0 450 0 0 200 0 2 0
Lane Group Flow (vph) 0 0 0 111 0 250 0 810 141 394 818 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 4% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.0 6.3 12.5 25.5 25.5 8.3 39.5
Effective Green, g (s) 1.0 6.3 12.5 25.5 25.5 8.3 39.5
Actuated g/C Ratio 0.02 0.10 0.20 0.41 0.41 0.13 0.64
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) 22 357 575 2193 682 452 3280
v/s Ratio Prot 0.03 c0.09 c0.15 c0.12 0.16
v/s Ratio Perm 0.00 0.09
v/c Ratio 0.00 0.31 0.44 0.37 0.21 0.87 0.25
Uniform Delay, d1 29.9 25.7 21.5 12.5 11.6 26.2 4.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.5 0.5 0.5 0.7 17.9 0.2
Delay (s) 29.9 26.2 22.0 13.0 12.3 44.0 4.9
Level of Service C C C B B D A
Approach Delay (s) 29.9 22.6 12.8 17.6
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 61.7 Sum of lost time (s) 20.6 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 52: Private Dr/Costco Brokaw Rd 05/30/2023
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 (vph) 4 57 0 168 88 468 0 0 75 683 0 9
Future Volume (vph) 4 57 0 168 88 468 0 0 75 683 0 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.87 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1703 1569 1805 1605 1644 1807
Flt Permitted 0.17 1.00 0.72 1.00 1.00 0.95
Satd. Flow (perm) 298 1569 1362 1605 1644 1807
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) 4 62 0 182 95 508 0 0 81 741 0 10
RTOR Reduction (vph) 0 0 0 0 200 0 0 76 0 0 40 0
Lane Group Flow (vph) 4 62 0 182 403 0 0 5 0 0 711 0
Confl. Peds. (#/hr) 5 5
Heavy Vehicles (%) 6% 9% 6% 0% 5% 0% 0% 0% 0% 0% 0% 0%
Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 24.1 24.1 24.1 24.1 4.3 34.6
Effective Green, g (s) 24.1 24.1 24.1 24.1 4.3 34.6
Actuated g/C Ratio 0.32 0.32 0.32 0.32 0.06 0.45
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 93 494 429 505 92 817
v/s Ratio Prot 0.04 c0.25 c0.00 c0.39
v/s Ratio Perm 0.01 0.13
v/c Ratio 0.04 0.13 0.42 0.80 0.05 0.87
Uniform Delay, d1 18.2 18.7 20.7 24.0 34.2 18.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.5 3.1 12.4 0.2 10.0
Delay (s) 19.1 19.2 23.8 36.4 34.4 28.9
Level of Service B B C D C C
Approach Delay (s) 19.2 33.4 34.4 28.9
Approach LOS B C C C
Intersection Summary
HCM 2000 Control Delay 30.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 76.5 Sum of lost time (s) 13.5 Intersection Capacity Utilization 87.9% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B WEMD 3: Coleman Ave Champions Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 2 1283 963 4
Future Volume (veh/h) 4 0 2 1283 963 4
Initial Q (Qb), veh 000000
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 1885 1900
Adj Flow Rate, veh/h 4 0 2 1438 1079 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 0 0 1 1 1 0
Cap, veh/h 14 18 7 4002 3467 13
Arrive On Green 0.01 0.00 0.00 0.78 0.65 0.65
Sat Flow, veh/h 1810 1610 1795 5316 5463 20
Grp Volume(v), veh/h 4 0 2 1438 699 384
Grp Sat Flow(s),veh/h/ln 1810 1610 1795 1716 1716 1882
Q Serve(g_s), s 0.1 0.0 0.1 4.1 4.2 4.2
Cycle Q Clear(g_c), s 0.1 0.0 0.1 4.1 4.2 4.2
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 14 18 7 4002 2247 1232
V/C Ratio(X) 0.29 0.00 0.29 0.36 0.31 0.31
Avail Cap(c_a), veh/h 279 255 266 4002 2247 1232
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 1.6 3.6 3.6
Incr Delay (d2), s/veh 15.9 0.0 30.1 0.3 0.4 0.7
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 0.1 0.7 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 0.0 53.9 1.9 3.9 4.2
LnGrp LOS D A D A A A
Approach Vol, veh/h 4 1440 1083
Approach Delay, s/veh 39.5 2.0 4.1
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 6.2 6.1 2.1
Green Ext Time (p_c), s 0.0 13.6 25.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 2.9
HCM 6th LOS A
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B WEMD 13: Coleman Ave Airport Blvd 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 71 89 1487 253 75 925
Future Volume (veh/h) 71 89 1487 253 75 925
Initial Q (Qb), veh 000000
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 1856 1885 1885 1841
Adj Flow Rate, veh/h 75 94 1564 0 79 973
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 3 1 1 4
Cap, veh/h 366 279 2639 244 3133
Arrive On Green 0.11 0.11 0.41 0.00 0.07 0.62
Sat Flow, veh/h 3456 1585 6643 1598 3483 5191
Grp Volume(v), veh/h 75 94 1564 0 79 973
Grp Sat Flow(s),veh/h/ln 1728 1585 1596 1598 1742 1675
Q Serve(g_s), s 0.9 2.3 8.4 0.0 1.0 4.0
Cycle Q Clear(g_c), s 0.9 2.3 8.4 0.0 1.0 4.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 366 279 2639 244 3133
V/C Ratio(X) 0.21 0.34 0.59 0.32 0.31
Avail Cap(c_a), veh/h 3352 1649 2707 393 3401
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 18.1 16.0 10.1 0.0 19.6 3.9
Incr Delay (d2), s/veh 0.4 1.0 0.5 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 0.1 2.1 0.0 0.4 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.5 17.0 10.6 0.0 20.4 4.0
LnGrp LOS B B B C A
Approach Vol, veh/h 169 1564 1052
Approach Delay, s/veh 17.7 10.6 5.2
Approach LOS B B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 33.3 11.0 9.3 24.0
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 6.0 4.3 3.0 10.4
Green Ext Time (p_c), s 17.3 1.1 0.0 7.9
Intersection Summary
HCM 6th Ctrl Delay 9.0
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B WEMD 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 195 588 1276 0 0 898
Future Volume (veh/h) 195 588 1276 0 0 898
Initial Q (Qb), veh 000000
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 1811 1885 0 0 1826
Adj Flow Rate, veh/h 207 625 1356 0 0 954
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 6 1 0 0 5
Cap, veh/h 1516 668 1790 0 0 1734
Arrive On Green 0.44 0.44 0.35 0.00 0.00 0.35
Sat Flow, veh/h 3483 1535 5486 0 0 5313
Grp Volume(v), veh/h 207 625 1356 0 0 954
Grp Sat Flow(s),veh/h/ln 1742 1535 1716 0 0 1662
Q Serve(g_s), s 1.8 19.3 11.6 0.0 0.0 7.7
Cycle Q Clear(g_c), s 1.8 19.3 11.6 0.0 0.0 7.7
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1516 668 1790 0 0 1734
V/C Ratio(X) 0.14 0.94 0.76 0.00 0.00 0.55
Avail Cap(c_a), veh/h 1533 676 1790 0 0 1734
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 8.4 13.4 14.4 0.0 0.0 13.1
Incr Delay (d2), s/veh 0.1 20.6 3.1 0.0 0.0 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 8.8 4.0 0.0 0.0 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.5 34.0 17.4 0.0 0.0 14.3
LnGrp LOS A C B A A B
Approach Vol, veh/h 832 1356 954
Approach Delay, s/veh 27.6 17.4 14.3
Approach LOS C B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 23.0 26.7 23.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 17.3 21.9 17.3
Max Q Clear Time (g_c+I1), s 9.7 21.3 13.6
Green Ext Time (p_c), s 6.0 0.3 3.4
Intersection Summary
HCM 6th Ctrl Delay 19.2
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B WEMD 17: Coleman Ave Hedding St 05/26/2023
Weekend Mid-Day 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) 105 114 81 49 141 189 79 813 28 109 533 100 Future Volume (veh/h) 105 114 81 49 141 189 79 813 28 109 533 100 Initial Q (Qb), veh 000000000000
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 118 128 91 55 158 0 89 911 31 122 597 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 219 362 238 83 572 174 1464 50 221 2008
Arrive On Green 0.06 0.18 0.18 0.05 0.16 0.00 0.10 0.41 0.41 0.06 0.39 0.00 Sat Flow, veh/h 3483 2055 1351 1795 3676 0 1795 3534 120 3483 5316 0 Grp Volume(v), veh/h 118 110 109 55 158 0 89 462 480 122 597 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1614 1795 1791 0 1795 1791 1864 1742 1716 0 Q Serve(g_s), s 2.4 3.9 4.3 2.2 2.8 0.0 3.4 14.7 14.7 2.4 5.8 0.0 Cycle Q Clear(g_c), s 2.4 3.9 4.3 2.2 2.8 0.0 3.4 14.7 14.7 2.4 5.8 0.0 Prop In Lane 1.00 0.84 1.00 0.00 1.00 0.06 1.00 0.00
Lane Grp Cap(c), veh/h 219 316 285 83 572 174 742 772 221 2008 V/C Ratio(X) 0.54 0.35 0.38 0.66 0.28 0.51 0.62 0.62 0.55 0.30 Avail Cap(c_a), veh/h 247 721 650 125 1437 174 742 772 256 2008 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 33.8 26.6 0.0 30.9 16.7 16.7 32.7 15.2 0.0 Incr Delay (d2), s/veh 2.1 0.7 0.8 8.6 0.3 0.0 10.3 3.9 3.8 2.2 0.4 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 1.0 1.6 1.6 1.1 1.2 0.0 1.9 6.0 6.2 1.0 2.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 26.7 27.0 42.4 26.9 0.0 41.2 20.6 20.4 34.9 15.5 0.0 LnGrp LOS C C C D C D C C C B
Approach Vol, veh/h 337 213 1031 719
Approach Delay, s/veh 29.6 30.9 22.3 18.8
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 33.8 9.6 16.6 10.3 35.5 8.4 17.8 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 5.1 28.9 5.3 29.1 5.0 29.0 Max Q Clear Time (g_c+I1), s 5.4 7.8 4.4 4.8 4.4 16.7 4.2 6.3 Green Ext Time (p_c), s 0.0 7.9 0.0 0.6 0.0 8.4 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 2: Coleman Ave Brokaw Rd 05/26/2023
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 (vph) 318 13 388 57 21 23 367 487 75 24 508 287 Future Volume (vph) 318 13 388 57 21 23 367 487 75 24 508 287 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 0.98 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 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1715 1725 1583 1698 1747 1599 1752 5067 1787 5136 1560 Flt Permitted 0.95 0.96 1.00 0.95 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1715 1725 1583 1698 1747 1599 1752 5067 1787 5136 1560 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 373 15 455 67 25 27 430 571 88 28 596 336 RTOR Reduction (vph) 0 0 76 0 0 25 0 15 0 0 0 248
Lane Group Flow (vph) 194 194 379 46 46 2 430 644 0 28 596 88 Confl. Peds. (#/hr) 3 3 2 1 1 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 2% 1% 1% 1% 3% 0% 0% 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) 19.5 19.5 44.4 7.5 7.5 7.5 18.7 41.2 2.1 24.6 24.6 Effective Green, g (s) 19.5 19.5 44.4 7.5 7.5 7.5 18.7 41.2 2.1 24.6 24.6 Actuated g/C Ratio 0.21 0.21 0.47 0.08 0.08 0.08 0.20 0.44 0.02 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) 357 359 751 136 140 128 350 2232 40 1351 410 v/s Ratio Prot 0.11 0.11 c0.24 c0.03 0.03 0.00 c0.25 0.13 0.02 c0.12 v/s Ratio Perm 0.06
v/c Ratio 0.54 0.54 0.51 0.34 0.33 0.02 1.23 0.29 0.70 0.44 0.22 Uniform Delay, d1 33.0 33.0 17.0 40.7 40.6 39.6 37.4 16.8 45.4 28.7 26.9 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 0.9 0.9 0.2 0.5 0.5 0.0 125.5 0.0 35.2 0.1 0.1 Delay (s) 33.9 33.9 17.2 41.2 41.1 39.6 162.9 16.8 80.5 28.8 27.0 Level of Service C C B D D D F B F C C
Approach Delay (s) 24.9 40.8 74.5 29.7
Approach LOS C D E C
Intersection Summary
HCM 2000 Control Delay 45.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 93.5 Sum of lost time (s) 23.2 Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 115 0 233 14 0 7 51 1109 25 29 4 939 Future Volume (vph) 115 0 233 14 0 7 51 1109 25 29 4 939 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 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 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) 1715 1715 2842 1719 1538 3467 3574 1599 1805 5115 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) 1715 1358 2842 1810 1538 3467 3574 1599 1805 5115 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 126 0 256 15 0 8 56 1216 27 32 4 1030
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 13 0 0 3
Lane Group Flow (vph) 63 63 256 15 0 0 56 1216 14 0 36 1054 Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr)
Heavy Vehicles (%) 0% 0% 0% 5% 5% 5% 1% 1% 1% 0% 0% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 7.7 7.7 9.6 1.7 3.6 2.8 34.5 34.5 1.8 33.5 Effective Green, g (s) 7.7 7.7 9.6 1.7 3.6 2.8 34.5 34.5 1.8 33.5 Actuated g/C Ratio 0.11 0.11 0.14 0.02 0.05 0.04 0.51 0.51 0.03 0.49 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) 193 153 400 45 81 142 1807 808 47 2512 v/s Ratio Prot 0.04 c0.09 0.00 0.02 c0.34 c0.02 0.21
v/s Ratio Perm 0.05 c0.01 0.01
v/c Ratio 0.33 0.41 0.64 0.33 0.01 0.39 0.67 0.02 0.77 0.42 Uniform Delay, d1 27.9 28.1 27.7 32.7 30.6 31.9 12.6 8.4 33.0 11.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 2.4 3.5 5.9 0.0 2.5 2.0 0.0 53.5 0.5 Delay (s) 29.2 30.6 31.1 38.6 30.6 34.3 14.6 8.4 86.5 11.6 Level of Service C C C D C C B A F B
Approach Delay (s) 30.7 35.8 15.4 14.1
Approach LOS C D B B
Intersection Summary
HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 68.2 Sum of lost time (s) 20.6 Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day 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 0.93
Growth Factor (vph) 102%
Adj. Flow (vph) 27
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 0%
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 WEMD 8: Coleman Ave Earthquakes Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 22 10 28 1217 1119 17
Future Volume (vph) 5 22 10 28 1217 1119 17
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 0.89 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3248 1470 3467 5136 5124
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3248 1470 3467 5136 5124
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 5 23 11 30 1293 1189 18
RTOR Reduction (vph) 11 10 00010
Lane Group Flow (vph) 6 1 0 41 1293 1206 0
Confl. Peds. (#/hr) 3 3
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% 0%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 7.3 7.3 1.9 55.7 48.1
Effective Green, g (s) 7.3 7.3 1.9 55.7 48.1
Actuated g/C Ratio 0.10 0.10 0.03 0.76 0.66
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) 323 146 89 3902 3362
v/s Ratio Prot c0.00 0.01 c0.25 c0.24
v/s Ratio Perm 0.00
v/c Ratio 0.02 0.01 0.46 0.33 0.36
Uniform Delay, d1 29.8 29.7 35.2 2.8 5.7
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 0.0 4.4 0.2 0.3
Delay (s) 29.8 29.8 39.6 3.1 6.0
Level of Service C C D A A
Approach Delay (s) 29.8 4.2 6.0
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 5.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 73.3 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
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 (vph) 94 0 398 0 0 1 436 1220 1 1 1078 100 Future Volume (vph) 94 0 398 0 0 1 436 1220 1 1 1078 100 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 0.99 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 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1785 2656 1594 3303 5135 1787 5064
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1423 2656 1594 3303 5135 1787 5064
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) 104 0 441 0 0 1 483 1353 1 1 1195 111
RTOR Reduction (vph) 0 0 177 010000060
Lane Group Flow (vph) 0 104 264 0 0 0 483 1354 0 1 1300 0 Confl. Peds. (#/hr) 2 2 2 2 2 2
Heavy Vehicles (%) 1% 1% 7% 0% 0% 0% 6% 1% 1% 1% 1% 1%
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) 9.7 30.0 1.0 11.3 47.6 0.9 36.5
Effective Green, g (s) 9.7 25.0 1.0 11.3 47.6 0.9 36.5
Actuated g/C Ratio 0.12 0.32 0.01 0.15 0.61 0.01 0.47
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) 177 852 20 479 3137 20 2372
v/s Ratio Prot c0.10 0.00 c0.15 0.26 0.00 c0.26
v/s Ratio Perm c0.07
v/c Ratio 0.59 0.31 0.00 1.01 0.43 0.05 0.55
Uniform Delay, d1 32.2 19.9 38.0 33.3 8.0 38.1 14.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.8 0.2 0.0 43.2 0.4 1.0 0.9
Delay (s) 38.0 20.2 38.0 76.5 8.4 39.1 15.7
Level of Service D C D E A D B
Approach Delay (s) 23.6 38.0 26.3 15.7
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 22.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 77.9 Sum of lost time (s) 20.4 Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
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HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 Weekend Mid-Day 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 5 104 0 659 0 762 321 391 761 10 Future Volume (vph) 0 0 5 104 0 659 0 762 321 391 761 10 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 0.93 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) 1358 3502 2842 5307 1652 3213 5124
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1358 3502 2842 5307 1652 3213 5124
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) 0 0 5 110 0 700 0 810 341 415 809 11
RTOR Reduction (vph) 0 0 5 0 0 462 0 0 201 0 2 0
Lane Group Flow (vph) 0 0 0 111 0 238 0 810 140 415 818 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 9% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.0 6.1 12.3 25.2 25.2 8.6 39.5
Effective Green, g (s) 1.0 6.1 12.3 25.2 25.2 8.6 39.5
Actuated g/C Ratio 0.02 0.10 0.20 0.41 0.41 0.14 0.64
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) 22 347 568 2174 676 449 3291
v/s Ratio Prot 0.03 c0.08 c0.15 c0.13 0.16
v/s Ratio Perm 0.00 0.08
v/c Ratio 0.00 0.32 0.42 0.37 0.21 0.92 0.25
Uniform Delay, d1 29.8 25.8 21.5 12.6 11.7 26.1 4.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.5 0.5 0.5 0.7 25.7 0.2
Delay (s) 29.8 26.3 22.0 13.1 12.4 51.8 4.9
Level of Service C C C B B D A
Approach Delay (s) 29.8 22.6 12.9 20.6
Approach LOS C C B C
Intersection Summary
HCM 2000 Control Delay 18.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 61.5 Sum of lost time (s) 20.6 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 52: Private Dr/Costco Brokaw Rd 05/30/2023
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 (vph) 4 62 0 168 93 468 0 0 75 683 0 9
Future Volume (vph) 4 62 0 168 93 468 0 0 75 683 0 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.87 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1703 1474 1805 1594 1644 1807
Flt Permitted 0.17 1.00 0.71 1.00 1.00 0.95
Satd. Flow (perm) 298 1474 1355 1594 1644 1807
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) 4 67 0 182 101 508 0 0 81 741 0 10
RTOR Reduction (vph) 0 0 0 0 188 0 0 76 0 0 40 0
Lane Group Flow (vph) 4 67 0 182 421 0 0 5 0 0 711 0
Confl. Peds. (#/hr) 5 5
Heavy Vehicles (%) 6% 16% 6% 0% 10% 0% 0% 0% 0% 0% 0% 0% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 24.1 24.1 24.1 24.1 4.3 34.6
Effective Green, g (s) 24.1 24.1 24.1 24.1 4.3 34.6
Actuated g/C Ratio 0.32 0.32 0.32 0.32 0.06 0.45
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 93 464 426 502 92 817
v/s Ratio Prot 0.05 c0.26 c0.00 c0.39
v/s Ratio Perm 0.01 0.13
v/c Ratio 0.04 0.14 0.43 0.84 0.05 0.87
Uniform Delay, d1 18.2 18.8 20.7 24.4 34.2 18.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.7 3.1 15.4 0.2 10.0
Delay (s) 19.1 19.5 23.9 39.8 34.4 28.9
Level of Service B B C D C C
Approach Delay (s) 19.4 36.2 34.4 28.9
Approach LOS B D C C
Intersection Summary
HCM 2000 Control Delay 32.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 76.5 Sum of lost time (s) 13.5 Intersection Capacity Utilization 88.2% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i
D-5 TRAFFIC COUNT DATA
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
AM Peak Hour 8:00 AM 9:00 AM
Peak 15-Minutes 8:45 AM 9:00 AM
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 00000000000000000
Lights (Classes II & III) 0 105 11 96 0 17 273 29 0 26 6 19 0 203 919 155 1,859 Mediums (Classes IV, V & VI) 0 110 7 0 033 3 0 0 0 0 010 40 6110 Articulated (Classes VII - XIII) 0 2 1 56 0 1 5 0 0 0 0 0 0 0 0 010 Total 0 108 22 104 0 18 311 32 0 26 6 19 0 213 959 161 1,979 Total Motorized Vehicles 0 108 22 104 0 18 311 32 0 26 6 19 0 213 959 161 1,979 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 6.1%
Peak Hour Factor (PHF) 0.89
Pedestrians on Crosswalk 10