Memorandum
Date: January 31, 2024
To: Mr. Philip Vitale, Jr., City of South San Francisco From: Trisha Dudala
Katie Riutta
Subject: Transportation Analysis for Linden Park in South San Francisco, California Hexagon Transportation Consultants, Inc. has completed an assessment of traffic impacts from the proposed Linden Park in South San Francisco. The project site (see Figure 1) is located on the east side of Linden Avenue, between 8th Lane to the north and 7th Lane to the south. The site is comprised of two parcels (616 Linden Avenue and 700 Linden Avenue) and a section of Pine Avenue that bisects the project site. 616 Linden Avenue is currently an active parking lot and 700 Linden Avenue is a vacant grass lot. The two parcels would be redeveloped into a park with a children’s play area, a space for recreation, a sports court, spaces for community gathering and public art.
In accordance with Senate Bill (SB) 743 and the City’s Transportation Analysis Guidelines, vehicle miles traveled (VMT) has replaced level of service (LOS) for use in transportation analyses pursuant to the California Environmental Quality Act (CEQA). This memorandum evaluates the project’s potential impact on vehicle miles traveled (VMT) and analyzes the traffic operational effects of park development alternatives that would potentially close Pine Avenue.
Vehicle Miles Traveled
According to the City’s Transportation Analysis Guidelines, October 2022, prepared for the General Plan Update, some projects may be screened out, or assumed to have a less-than-significant impact on VMT, if they fall within the following categories:
1. Projects located within ½-mile walkshed around major transit stops.
2. 50% affordable housing projects.
3. Small projects that generate less than 100 new trips per day, and do not exceed square footage thresholds.
4. Locally serving public facilities that encompass government, civic, cultural, health, and infrastructure uses and activity which contribute to and support community needs.
5. Neighborhood-serving retail projects that are less than 50,000 square.
6. Hotels designed to serve business travelers or individuals flying in or out of SFO.
7. Residential and office projects in low VMT areas.
The potential new daily vehicle trips that may be generated by the proposed project were estimated by applying trip rates for public parks published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11
th Edition (0.78 daily vehicle trips per acre) to the size of the project site (0.7 acres). Based on the ITE trip rate, the proposed project is expected to generate an average of fewer than 10 vehicle trips each day.
Linden Park Traffic Analysis January 31, 2024
P a g e | 2
Therefore, according to the South San Francisco’s VMT policy, the project would qualify as a small project that may be screened out of a detailed VMT analysis and assumed to have a less than significant impact on VMT. Also, the proposed park would be local serving and would generate activity that would contribute to and support community needs.
Project Alternatives
The following park development alternatives are being considered by the City of South San Francisco.
1. Speed Table – Under this alternative, Pine Avenue would be kept open and a speed table on Pine Avenue would slow down vehicles near the park. Speed tables are traffic calming devices that raise the entire wheelbase of a vehicle to reduce its speed. They are longer than speed humps and are flat on the top, with a height of 3 – 3.5 inches and a length of at least 22 feet. According to National Association of City Transportation Officials (NACTO), speed tables may be used on collector streets and/or transit and emergency response routes.
2. Pine Avenue Closure (see Figure 2) – The intersection of Linden Avenue and Pine Avenue would operate as a three-legged intersection without the east leg. Pine Avenue, east of Linden Avenue would be closed off to vehicular traffic and a small roundabout would be installed on the east end of the park for vehicles on westbound Pine Avenue to turn around.
The roundabout would be designed to accommodate large trucks including firetrucks.
Through traffic on Pine Avenue would be diverted to the parallel streets of California Avenue and Aspen Avenue.
3. Pine Avenue Closure with a new alley (see Figure 3) – Under this alternative, Pine Avenue would be closed off to vehicular traffic like in alternative 2 but instead of providing a roundabout for westbound traffic on Pine Avenue to turn around, a one-way alley would be provided along the eastern boundary of the park that would connect to 7th Lane. Westbound vehicles on Pine Avenue would be able to make a left turn onto the new alley and a right turn onto 7th Lane to connect to Linden Avenue. Similar to alternative 2, the through traffic on Pine Avenue near the park is expected to use the parallel streets of California Avenue and Aspen Avenue to get to their destinations. The one-way alley would be designed to accommodate large trucks, including fire apparatus.
4. Pine Avenue Partial Closure – Under this alternative, Pine Avenue would be kept open except when special events are conducted at the park.
Traffic Analysis
Alternative 1 – Speed Table
Under this alternative, Pine Avenue would be kept open, and a speed table would be installed to slow down vehicular traffic. The daily traffic on Pine Avenue is relatively low, with less than 1,300 vehicles per day. The delay caused by the speed table would be minimal, so the amount of traffic that may be diverted to adjacent roadways would be very small and is not expected to cause any significant operational delays or queues on the surrounding streets.
Linden Ave
Pine Ave
Cypress Ave
6th Ln
Lux Ave
Aspen Ave
8th Ln
7th Ln
California Ave
Olive Ave
Hickory Pl
Juniper Ave
Dubuque Ave
Armour Ave
1 3
4 8
7 2
6 5
101
Airport Blvd Airport Blvd Airport Blvd
700 Linden 700 Linden
Avenue
616 Linden 616 Linden
AvenueAvenue
X = Study Intersection
= Site Location
LEGEND
700 Linden
Avenue
616 Linden
Avenue
Linden Park TransportaƟon Analysis
Figure 1
Study Area
Linden Ave
Pine Ave
Cypress Ave
6th Ln
Lux Ave
Aspen Ave
8th Ln
7th Ln
California Ave
Olive Ave
Hickory Pl
Juniper Ave
Dubuque Ave
Armour Ave
101
Airport Blvd Airport Blvd Airport Blvd
= Site Location
= Street Closure
= A roundabout would be provided
for traffic to make a U-turn at the end
of Pine Avenue
= Removed
LEGEND
Linden Park TransportaƟon Analysis
Figure 2
Alternative 2 - Pine Avenue Closure
Linden Ave
Pine Ave
Cypress Ave
6th Ln
Lux Ave
Aspen Ave
8th Ln
7th Ln
California Ave
Olive Ave
Hickory Pl
Juniper Ave
Dubuque Ave
Armour Ave
101
Airport Blvd Airport Blvd Airport Blvd
= Site Location
= Street Closure
= One-Way Alley
= Removed
LEGEND
Linden Park TransportaƟon Analysis
Figure 3
Alternative 3 - Pine Avenue Closure with Alley
Linden Park Traffic Analysis January 31, 2024
P a g e | 6
Alternative 2 – Pine Avenue Closure
Under this alternative, the two park parcels and the section of Pine Avenue that bisects the two parcels would be combined to create one large rectangular park. Pine Avenue, east of Linden Avenue would be closed off to vehicular traffic, and a small roundabout would be installed on the east end of the park for vehicles on westbound Pine Avenue to turn around. Through traffic on Pine Avenue would be diverted to the parallel streets of California Avenue and Aspen Avenue.
The impact of the Pine Avenue closure on the adjacent roadways was analyzed based on the diverted traffic. The origins and destinations of traffic using Pine Avenue were determined with traffic pattern information collected by the StreetLight data platform. StreetLight data track cell phone pings to determine traffic patterns. Cell phone companies supply anonymized data about the origins, destinations, and routes of people using cell phones. Any time a geo-based app on the phone is enabled, the movement of that phone is tracked. While not all people have cell phones or apps running, the data are aggregated from thousands of users over time and provide a good representation of travel patterns. The analysis herein is based on 2019 data, as the years following 2019 were disrupted by COVID conditions. The 2023 data are still low compared to 2019 volumes.
Roadway operations were evaluated using Level of Service (LOS) measures. The Highway Capacity Manual, Transportation Research Board, 2000 provides the following LOS threshold volumes for collector and local roads. Pine Avenue and its parallel streets are classified as local streets.
Table 1
Level of Service Threshold Volumes for Roadways
Table 2 (also see Figure 4) below summarizes the daily volume for the roadways near the project site.
Roadway Type LOS A LOS B LOS C LOS D LOS E
2- Lane Arterial (w/left-turn lane) 11,000 12,500 14,500 16,000 18,000 2- Lane Collector 6,000 7,500 9,000 10,500 12,000
2 - Lane Local 1,200 1,400 1,600 1,800 2,000
Notes
1. Based on Highway Capacity Manual , Transportation Research Board, 2000.
2. Two-lane collectors assume approximately three-fourths of the capacity of a two-lane arterial with left-turn lanes. This is based on the assumption that left-turn channelization is not provided on a two-lane collector.
3. Local street level of service thresholds are based upon “Neighborhood Traffic Related Quality-of-Life Considerations” which assumes a standard suburban neighborhood, 40-foot roadway width, and 25 mile per hour speed limit with normal speed violation rates.
Linden Park Traffic Analysis January 31, 2024
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Table 2
Annual Average Daily Traffic (AADT)
With the closure of Pine Avenue near the proposed Linden Park, its traffic would be diverted to the surrounding streets of Aspen Avenue and California Avenue. Based on StreetLight data, most of the traffic on Pine Avenue is through traffic. Some of the roadways in the study area, such as Cypress Avenue, 8th Lane and 7th Lane are one-way streets. Westbound traffic on Pine Avenue coming from Airport Boulevard or Cypress Avenue would divert to Aspen Avenue to connect to Linden Avenue. Eastbound traffic on Pine Avenue would divert to California Avenue via Linden Avenue.
The roadways around the proposed park are currently operating at LOS A/B and therefore would be able to accommodate the additional traffic that would be diverted from Pine Avenue. It is unlikely that traffic diverted from Pine Avenue would cause significant traffic delays/congestion along these roadways.
Table 3 below summarizes the AM and PM peak hour delays at intersections around the proposed park (also see Figure 5). The AM and PM peak hour volumes were obtained from the StreetLight 2019 database, excluding weekends. All intersections surrounding the project site are unsignalized intersections that are operating at level of service (LOS) C or better. These intersections are operating below their capacity, and thus have additional capacity to accommodate traffic that would be diverted from the Pine Avenue closure.
# Roadway
# Total
Lanes Direction Classification 1
2019
AADT 2LOS 3
1 Linden Avenue 2 North/South Collector 4,076 A
2 Pine Avenue 2 East/West Local 1,238 B
3 California Avenue 2 East/West Local 1,275 B
4 Aspen Avenue 2 East/West Local 589 A
5 8th Lane 1 Eastbound Local 195 A
6 7th Lane 1 Westbound Local 284 A
7 Cypress Avenue 1 Northbound Local 463 A
Notes
2 Based on "AADT" analysis in the StreetLight data platform. 3 Based on Highway Capacity Manual , Transportation Research Board, 2000. 1 Based on the "Mobility Network" in ShapeSSF 2040 General Plan.
Linden Park Traffic Analysis January 31, 2024
P a g e | 8
Table 3
Intersection Level of Service
# Intersection Control 1
LOS 4
AM 8.0 A
PM 8.6 A
AM 8.6 A
PM 8.6 A
AM 8.3 A
PM 8.8 A
AM 8.5 A
PM 8.8 A
AM 7.8 A
PM 8.2 A
AM 8.7 A
PM 8.9 A
AM 14.1 B
PM 19.1 C
AM 15.1 C
PM 18.0 C
Note:
1 AWSC = All-way stop control, OWSC = One-way stop control. 4 LOS is based on Highway Capacity Manual Methodology for unsignalized intersections.
Existing Conditions 2
Peak
Hour
3 Delay reported as seconds per vehicle. The delay shown is the weighted average delay for all movements at AWSC intersections. At OWSC intersections, delay for the stop controlled approach is shown.
2 Existing traffic counts are based on 2019 turning movement counts from StreetLight to reflect pre-COVID conditions.
5 Aspen Avenue & Linden
Avenue
Avg. Delay 3
(sec)
1 Pine Avenue & Linden
Avenue AWSC
4 California Avenue & Cypress
Avenue OWSC
2 Pine Avenue & Cypress
Avenue OWSC
3 California Avenue & Linden
Avenue AWSC
AWSC
6 Aspen Avenue & Cypress
Avenue OWSC
7 Pine Avenue & Airport
Boulevard OWSC
8 California Avenue & Airport
Boulevard OWSC
Linden Ave
Pine Ave
Cypress Ave
6th Ln
Lux Ave
Aspen Ave
8th Ln
7th Ln
California Ave
Olive Ave
Hickory Pl
Juniper Ave
Dubuque Ave
Armour Ave
1 3
4 8
7 2
6 5
101
Airport Blvd Airport Blvd
589
195
284
463
8,037
1,238
1,001
802
4,076
1,038
1,275
Airport Blvd
X = Study Intersection
XXX = Roadway AADT
Estimated Roadway AADT is from Street Light Data
= Site Location
LEGEND
Linden Park TransportaƟon Analysis
Figure 4
2019 Roadway AADT
Linden Ave
Pine Ave
Cypress Ave
6th Ln
Lux Ave
Aspen Ave
8th Ln
7th Ln
California Ave
Olive Ave
Hickory Pl
Juniper Ave
Dubuque Ave
Armour Ave
8(8)
106(185)
5(18)
17(4)
143(160)
7(9)
6(26)
34(40)
0(12)
7(7)
26(16)
16(4)
0(2)
13(26)
4(8)
52(70)
3(6)
4(5)
33(37)
4(19)
79(160)
1(8)
112(144)
2(9)
12(6)
8(0)
27(7)
12(2)
23(9)
2(14)
20(30)
25(11)
8(35)
269(463)
533(611)
20(37)
26(19)
23(9)
1 3
4 8
7 2
6 5
101
Airport Blvd Airport Blvd Airport Blvd
28(25)
257(468)
529(574)
36(45)
20(26)
11(15)
X = Study Intersection
= Site Location
LEGEND
= AM(PM) Peak-Hour Traffic Volumes
2019 Intersection Volumes are from Street Light Data
XX(XX)
Linden Park TransportaƟon Analysis
Figure 5
2019 Intersection Volumes
4(8)
94(181)
7(6)
5(5)
135(150)
5(4)
7(9)
15(32)
4(15)
5(4)
30(15)
8(5)
0(2)
10(14)
10(10)
30(64)
11(21)
44(26)
Linden Park Traffic Analysis January 31, 2024
P a g e | 11
Alternative 3 – Pine Avenue Closure with Alley
Under this alternative, Pine Avenue would be closed off to vehicular traffic like in alternative 2 but instead of providing a roundabout for westbound traffic on Pine Avenue to turn around, a one-way alley would be provided along the eastern boundary of the park that would connect to 7th Lane.
Westbound vehicles on Pine Avenue would make a left-turn onto the new alley and a right-turn onto 7 th Lane to connect to Linden Avenue. It is likely that use of the alley, connecting to another alley would add delay for westbound traffic, so some traffic may divert. Also, eastbound through traffic on Pine Avenue would divert to California Avenue. Even if all traffic is diverted, as with alternative 2, traffic operations would be fine along the roadways near the proposed park. Traffic diversion under this alternative would be similar to alternative 2.
Alternative 4 – Partial Closure of Pine Avenue
Under this alternative, Pine Avenue would be kept open except when special events are conducted at the park. During special events, Pine Avenue near the park would be closed to vehicular traffic using temporary barricades. As special events would primarily be conducted during holidays or weekends, partial closure of Pine Avenue is not expected to cause any significant operational delays or queues on adjacent roadways. Emergency access to properties on Pine Avenue east of Linden Park was evaluated. Emergency vehicles would need to make a U-turn on Pine Avenue near the closure after responding to an emergency. The current roadway width on Pine Avenue is 32 feet curb-to-curb and a turn-around would not be possible for emergency vehicles. However, since temporary barricades would be used to close Pine Avenue during special events, the barricades could be moved if necessary.
Conclusions
Traffic analysis of the proposed Linden Park alternatives shows that all alternatives would be feasible to implement. The option with the raised speed table would have the least impact on traffic on adjacent streets. Alternatives 2 and 3 with closure of Pine Avenue with a roundabout or a oneway alley, respectively, on the east end of the park would cause through traffic on Pine Avenue to detour to the surrounding streets. Analysis of the existing roadway volumes and intersection operations during weekday peak hours showed that the roadways and intersections surrounding the park are operating well below capacity and therefore could accommodate additional traffic that would be diverted from Pine Avenue. No significant operational issues are anticipated for the Pine Avenue closure alternatives. The roundabout and the one-way alley that would be provided on the east end of the park on Pine Avenue should be designed to accommodate large trucks including fire apparatus under both these alternatives. Under the Pine Avenue partial closure alternative, Pine Avenue would be closed to through traffic only during special events, during which traffic would be diverted to adjacent streets. As special events would be conducted during holidays and weekends, no significant operational delays are expected to occur in the study area. However, the feasibility of maintaining access to emergency vehicles during special events to properties along Pine Avenue should be evaluated under the partial closure alternative.
Appendix A
LOS Calculations
HCM 7th AWSC
1: Linden Avenue & Pine Avenue 01/17/2024
2019 AM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report
Intersection
Intersection Delay, s/veh 8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 30 8 7 15 4 4 94 7 5 135 5
Future Vol, veh/h 5 30 8 7 15 4 4 94 7 5 135 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 33 9 8 16 4 4 102 8 5 147 5
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 7.8 7.7 7.9 8.1
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 4% 12% 27% 3%
Vol Thru, % 90% 70% 58% 93%
Vol Right, % 7% 19% 15% 3%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 105 43 26 145
LT Vol 4 5 7 5
Through Vol 94 30 15 135
RT Vol 7 8 4 5
Lane Flow Rate 114 47 28 158
Geometry Grp 1 1 1 1
Degree of Util (X) 0.132 0.058 0.036 0.181
Departure Headway (Hd) 4.153 4.477 4.548 4.138
Convergence, Y/N Yes Yes Yes Yes
Cap 850 805 792 856
Service Time 2.243 2.478 2.55 2.219
HCM Lane V/C Ratio 0.134 0.058 0.035 0.185
HCM Control Delay, s/veh 7.9 7.8 7.7 8.1
HCM Lane LOS AAAA
HCM 95th-tile Q 0.5 0.2 0.1 0.7
HCM 7th TWSC
2: Cypress Avenue & Pine Avenue 01/17/2024
2019 AM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 44 0 0 30 11 0 10 10 0 0 0
Future Vol, veh/h 0 44 0 0 30 11 0 10 10 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 48 0 0 33 12 0 11 11 0 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 45 0 - - - 0 80 92 48
Stage 1 - - - - - - 48 48 -
Stage 2 - - - - - - 33 45 -
Critical Hdwy 4.12 - - - - - 6.42 6.52 6.22
Critical Hdwy Stg 1 - - - - - - 5.42 5.52 -
Critical Hdwy Stg 2 - - - - - - 5.42 5.52 -
Follow-up Hdwy 2.218 - - - - - 3.518 4.018 3.318
Pot Cap-1 Maneuver 1564 - 0 0 - - 922 798 1021
Stage 1 - - 0 0 - - 975 855 -
Stage 2 - - 0 0 - - 990 858 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1564 - - - - - 922 0 1021
Mov Cap-2 Maneuver - - - - - - 922 0 -
Stage 1 - - - - - - 975 0 -
Stage 2 - - - - - - 990 0 -
Approach EB WB NB
HCM Control Delay, s/v 0 0 8.6
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR
Capacity (veh/h) 1021 1564 - - -
HCM Lane V/C Ratio 0.021 ----
HCM Control Delay (s/veh) 8.6 0 - - -
HCM Lane LOS A A - - -
HCM 95th %tile Q(veh) 0.1 0 - - -
HCM 7th AWSC
3: California Avenue & Linden Avenue 01/17/2024
2019 AM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 26 16 6 34 0 8 106 5 17 143 7
Future Vol, veh/h 7 26 16 6 34 0 8 106 5 17 143 7
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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 8 28 17 7 37 0 9 115 5 18 155 8
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 7.9 8 8.2 8.5
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 7% 14% 15% 10%
Vol Thru, % 89% 53% 85% 86%
Vol Right, % 4% 33% 0% 4%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 119 49 40 167
LT Vol 8 7 6 17
Through Vol 106 26 34 143
RT Vol 5 16 0 7
Lane Flow Rate 129 53 43 182
Geometry Grp 1 1 1 1
Degree of Util (X) 0.156 0.067 0.057 0.217
Departure Headway (Hd) 4.341 4.513 4.721 4.309
Convergence, Y/N Yes Yes Yes Yes
Cap 828 795 760 839
Service Time 2.356 2.532 2.741 2.309
HCM Lane V/C Ratio 0.156 0.067 0.057 0.217
HCM Control Delay, s/veh 8.2 7.9 8 8.5
HCM Lane LOS AAAA
HCM 95th-tile Q 0.6 0.2 0.2 0.8
HCM 7th TWSC
4: California Avenue & Cypress Avenue 01/17/2024
2019 AM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 33 0 0 52 3 0 13 4 0 0 0
Future Vol, veh/h 4 33 0 0 52 3 0 13 4 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 4 36 0 0 57 3 0 14 4 0 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 60 0 - - - 0 101 104 36
Stage 1 - - - - - - 45 45 -
Stage 2 - - - - - - 57 60 -
Critical Hdwy 4.12 - - - - - 6.42 6.52 6.22
Critical Hdwy Stg 1 - - - - - - 5.42 5.52 -
Critical Hdwy Stg 2 - - - - - - 5.42 5.52 -
Follow-up Hdwy 2.218 - - - - - 3.518 4.018 3.318
Pot Cap-1 Maneuver 1544 - 0 0 - - 897 786 1037
Stage 1 - - 0 0 - - 978 858 -
Stage 2 - - 0 0 - - 966 845 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1544 - - - - - 895 0 1037
Mov Cap-2 Maneuver - - - - - - 895 0 -
Stage 1 - - - - - - 975 0 -
Stage 2 - - - - - - 966 0 -
Approach EB WB NB
HCM Control Delay, s/v 0.79 0 8.54
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR
Capacity (veh/h) 1037 195 - - -
HCM Lane V/C Ratio 0.018 0.003 - - -
HCM Control Delay (s/veh) 8.5 7.3 0 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 0 - - -
HCM 7th AWSC
5: Linden Avenue & Aspen Avenue 01/17/2024
2019 AM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report
Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 27 12 23 12 8 0 4 79 1 0 112 2
Future Vol, veh/h 27 12 23 12 8 0 4 79 1 0 112 2
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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 29 13 25 13 9 0 4 86 1 0 122 2
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 7.7 7.7 7.8 7.9
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 5% 44% 60% 0%
Vol Thru, % 94% 19% 40% 98%
Vol Right, % 1% 37% 0% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 84 62 20 114
LT Vol 4 27 12 0
Through Vol 79 12 8 112
RT Vol 1 23 0 2
Lane Flow Rate 91 67 22 124
Geometry Grp 1 1 1 1
Degree of Util (X) 0.106 0.081 0.028 0.143
Departure Headway (Hd) 4.186 4.301 4.607 4.148
Convergence, Y/N Yes Yes Yes Yes
Cap 844 838 781 853
Service Time 2.275 2.302 2.61 2.229
HCM Lane V/C Ratio 0.108 0.08 0.028 0.145
HCM Control Delay, s/veh 7.8 7.7 7.7 7.9
HCM Lane LOS AAAA
HCM 95th-tile Q 0.4 0.3 0.1 0.5
HCM 7th TWSC
6: Cypress Avenue & Aspen Avenue 01/17/2024
2019 AM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 4.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 25 0 2 20 0 0
Future Vol, veh/h 25 0 2 20 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 27 0 2 22 0 0
Major/Minor Minor2 Major1
Conflicting Flow All 26 - 0 0
Stage 1 0 - - -
Stage 2 26 - - -
Critical Hdwy 6.42 - 4.12 -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.42 - - -
Follow-up Hdwy 3.518 - 2.218 -
Pot Cap-1 Maneuver 989 0 - -
Stage 1 - 0 - -
Stage 2 996 0 - -
Platoon blocked, % -
Mov Cap-1 Maneuver 989 - - -
Mov Cap-2 Maneuver 989 - - -
Stage 1 - - - -
Stage 2 996 - - -
Approach EB NB
HCM Control Delay, s/v 8.74
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1
Capacity (veh/h) - - 989
HCM Lane V/C Ratio - - 0.027
HCM Control Delay (s/veh) - - 8.7
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - 0.1
HCM 7th TWSC
7: Airport Boulevard & Pine Avenue 01/17/2024
2019 AM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 26 23 8 269 533 20
Future Vol, veh/h 26 23 8 269 533 20
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - - 80 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 28 25 9 292 579 22
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 754 301 601 0 - 0
Stage 1 590 -----
Stage 2 164 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 345 696 972 - - -
Stage 1 517 -----
Stage 2 849 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 342 696 972 - - -
Mov Cap-2 Maneuver 342 -----
Stage 1 512 -----
Stage 2 849 -----
Approach EB NB SB
HCM Control Delay, s/v14.09 0.25 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 972 - 449 - -
HCM Lane V/C Ratio 0.009 - 0.119 - -
HCM Control Delay (s/veh) 8.7 - 14.1 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.4 - -
HCM 7th TWSC
8: California Avenue & Airport Boulevard 01/17/2024
2019 AM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 20 11 28 257 529 36
Future Vol, veh/h 20 11 28 257 529 36
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - - 80 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 22 12 30 279 575 39
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 795 307 614 0 - 0
Stage 1 595 -----
Stage 2 201 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 325 689 961 - - -
Stage 1 514 -----
Stage 2 813 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 315 689 961 - - -
Mov Cap-2 Maneuver 315 -----
Stage 1 498 -----
Stage 2 813 -----
Approach EB NB SB
HCM Control Delay, s/v15.11 0.87 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 961 - 390 - -
HCM Lane V/C Ratio 0.032 - 0.086 - -
HCM Control Delay (s/veh) 8.9 - 15.1 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
HCM 7th AWSC
1: Linden Avenue & Pine Avenue 01/17/2024
2019 PM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report Hexagon Page 1
Intersection
Intersection Delay, s/veh 8.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 15 5 9 32 15 8 181 6 5 150 4
Future Vol, veh/h 4 15 5 9 32 15 8 181 6 5 150 4
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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 4 16 5 10 35 16 9 197 7 5 163 4
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 8 8.1 8.8 8.5
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 4% 17% 16% 3%
Vol Thru, % 93% 63% 57% 94%
Vol Right, % 3% 21% 27% 3%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 195 24 56 159
LT Vol 8 4 9 5
Through Vol 181 15 32 150
RT Vol 6 5 15 4
Lane Flow Rate 212 26 61 173
Geometry Grp 1 1 1 1
Degree of Util (X) 0.254 0.035 0.079 0.209
Departure Headway (Hd) 4.315 4.773 4.689 4.356
Convergence, Y/N Yes Yes Yes Yes
Cap 835 751 765 826
Service Time 2.33 2.798 2.713 2.372
HCM Lane V/C Ratio 0.254 0.035 0.08 0.209
HCM Control Delay, s/veh 8.8 8 8.1 8.5
HCM Lane LOS AAAA
HCM 95th-tile Q 1 0.1 0.3 0.8
HCM 7th TWSC
2: Cypress Avenue & Pine Avenue 01/17/2024
2019 PM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report Hexagon Page 2
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 26 0 0 64 21 2 14 10 0 0 0
Future Vol, veh/h 0 26 0 0 64 21 2 14 10 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 28 0 0 70 23 2 15 11 0 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 92 0 - - - 0 98 121 28
Stage 1 - - - - - - 28 28 -
Stage 2 - - - - - - 70 92 -
Critical Hdwy 4.12 - - - - - 6.42 6.52 6.22
Critical Hdwy Stg 1 - - - - - - 5.42 5.52 -
Critical Hdwy Stg 2 - - - - - - 5.42 5.52 -
Follow-up Hdwy 2.218 - - - - - 3.518 4.018 3.318
Pot Cap-1 Maneuver 1502 - 0 0 - - 901 770 1047
Stage 1 - - 0 0 - - 994 872 -
Stage 2 - - 0 0 - - 953 818 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1502 - - - - - 901 0 1047
Mov Cap-2 Maneuver - - - - - - 901 0 -
Stage 1 - - - - - - 994 0 -
Stage 2 - - - - - - 953 0 -
Approach EB WB NB
HCM Control Delay, s/v 0 0 8.63
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR
Capacity (veh/h) 1019 1502 - - -
HCM Lane V/C Ratio 0.028 ----
HCM Control Delay (s/veh) 8.6 0 - - -
HCM Lane LOS A A - - -
HCM 95th %tile Q(veh) 0.1 0 - - -
HCM 7th AWSC
3: California Avenue & Linden Avenue 01/17/2024
2019 PM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report Hexagon Page 3
Intersection
Intersection Delay, s/veh 8.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 16 4 26 40 12 8 185 18 4 160 9
Future Vol, veh/h 7 16 4 26 40 12 8 185 18 4 160 9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 8 17 4 28 43 13 9 201 20 4 174 10
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 8.2 8.5 9.1 8.8
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 4% 26% 33% 2%
Vol Thru, % 88% 59% 51% 92%
Vol Right, % 9% 15% 15% 5%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 211 27 78 173
LT Vol 8 7 26 4
Through Vol 185 16 40 160
RT Vol 18 4 12 9
Lane Flow Rate 229 29 85 188
Geometry Grp 1 1 1 1
Degree of Util (X) 0.279 0.04 0.115 0.232
Departure Headway (Hd) 4.377 4.944 4.877 4.436
Convergence, Y/N Yes Yes Yes Yes
Cap 821 723 734 810
Service Time 2.401 2.982 2.91 2.46
HCM Lane V/C Ratio 0.279 0.04 0.116 0.232
HCM Control Delay, s/veh 9.1 8.2 8.5 8.8
HCM Lane LOS AAAA
HCM 95th-tile Q 1.1 0.1 0.4 0.9
HCM 7th TWSC
4: California Avenue & Cypress Avenue 01/17/2024
2019 PM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report Hexagon Page 4
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 37 0 0 70 6 2 26 8 0 0 0
Future Vol, veh/h 5 37 0 0 70 6 2 26 8 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 40 0 0 76 7 2 28 9 0 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 83 0 - - - 0 127 134 40
Stage 1 - - - - - - 51 51 -
Stage 2 - - - - - - 76 83 -
Critical Hdwy 4.12 - - - - - 6.42 6.52 6.22
Critical Hdwy Stg 1 - - - - - - 5.42 5.52 -
Critical Hdwy Stg 2 - - - - - - 5.42 5.52 -
Follow-up Hdwy 2.218 - - - - - 3.518 4.018 3.318
Pot Cap-1 Maneuver 1515 - 0 0 - - 867 757 1031
Stage 1 - - 0 0 - - 971 852 -
Stage 2 - - 0 0 - - 947 826 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1515 - - - - - 864 0 1031
Mov Cap-2 Maneuver - - - - - - 864 0 -
Stage 1 - - - - - - 968 0 -
Stage 2 - - - - - - 947 0 -
Approach EB WB NB
HCM Control Delay, s/v 0.88 0 8.78
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR
Capacity (veh/h) 993 214 - - -
HCM Lane V/C Ratio 0.039 0.004 - - -
HCM Control Delay (s/veh) 8.8 7.4 0 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 0 - - -
HCM 7th AWSC
5: Linden Avenue & Aspen Avenue 01/17/2024
2019 PM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report Hexagon Page 5
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 2 9 6 0 0 19 160 8 0 144 9
Future Vol, veh/h 7 2 9 6 0 0 19 160 8 0 144 9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 8 2 10 7 0 0 21 174 9 0 157 10
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 7.6 8 8.4 8.1
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 10% 39% 100% 0%
Vol Thru, % 86% 11% 0% 94%
Vol Right, % 4% 50% 0% 6%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 187 18 6 153
LT Vol 19 7 6 0
Through Vol 160 2 0 144
RT Vol 8 9 0 9
Lane Flow Rate 203 20 7 166
Geometry Grp 1 1 1 1
Degree of Util (X) 0.231 0.025 0.009 0.189
Departure Headway (Hd) 4.098 4.513 4.954 4.096
Convergence, Y/N Yes Yes Yes Yes
Cap 870 798 727 868
Service Time 2.155 2.513 2.955 2.161
HCM Lane V/C Ratio 0.233 0.025 0.01 0.191
HCM Control Delay, s/veh 8.4 7.6 8 8.1
HCM Lane LOS AAAA
HCM 95th-tile Q 0.9 0.1 0 0.7
HCM 7th TWSC
6: Cypress Avenue & Aspen Avenue 01/17/2024
2019 PM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report Hexagon Page 6
Intersection
Int Delay, s/veh 1.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 11 0 14 30 0 0
Future Vol, veh/h 11 0 14 30 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 12 0 15 33 0 0
Major/Minor Minor2 Major1
Conflicting Flow All 63 - 0 0
Stage 1 0 - - -
Stage 2 63 - - -
Critical Hdwy 6.42 - 4.12 -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.42 - - -
Follow-up Hdwy 3.518 - 2.218 -
Pot Cap-1 Maneuver 943 0 - -
Stage 1 - 0 - -
Stage 2 960 0 - -
Platoon blocked, % -
Mov Cap-1 Maneuver 943 - - -
Mov Cap-2 Maneuver 943 - - -
Stage 1 - - - -
Stage 2 960 - - -
Approach EB NB
HCM Control Delay, s/v 8.87
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1
Capacity (veh/h) - - 943
HCM Lane V/C Ratio - - 0.013
HCM Control Delay (s/veh) - - 8.9
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - 0
HCM 7th TWSC
7: Airport Boulevard & Pine Avenue 01/17/2024
2019 PM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report Hexagon Page 7
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 19 9 35 463 611 37
Future Vol, veh/h 19 9 35 463 611 37
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - - 80 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 21 10 38 503 664 40
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1012 352 704 0 - 0
Stage 1 684 -----
Stage 2 328 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 236 644 889 - - -
Stage 1 462 -----
Stage 2 702 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 225 644 889 - - -
Mov Cap-2 Maneuver 225 -----
Stage 1 443 -----
Stage 2 702 -----
Approach EB NB SB
HCM Control Delay, s/v19.14 0.65 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 889 - 285 - -
HCM Lane V/C Ratio 0.043 - 0.107 - -
HCM Control Delay (s/veh) 9.2 - 19.1 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
HCM 7th TWSC
8: California Avenue & Airport Boulevard 01/17/2024
2019 PM Peak Hour Volumes 2:16 pm 01/08/2024 Baseline Synchro 12 Report Hexagon Page 8
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 26 15 25 468 574 45
Future Vol, veh/h 26 15 25 468 574 45
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - - 80 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 28 16 27 509 624 49
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 957 336 673 0 - 0
Stage 1 648 -----
Stage 2 309 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 256 659 914 - - -
Stage 1 482 -----
Stage 2 718 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 248 659 914 - - -
Mov Cap-2 Maneuver 248 -----
Stage 1 468 -----
Stage 2 718 -----
Approach EB NB SB
HCM Control Delay, s/v 18 0.46 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 914 - 321 - -
HCM Lane V/C Ratio 0.03 - 0.139 - -
HCM Control Delay (s/veh) 9.1 - 18 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.1 - 0.5 - -