Burbank City Council
October 29, 2024

Downtown San Fernando Reconfiguration
October 2024

Memorandum
D
ate: October 11 th, 2024
T
o: Marcos Fuentes, City of Burbank
From: Natalie Chyba and Johnny Schmidt, Fehr & Peers
Subject: Downtown San Fernando Boulevard Reconfiguration Post-Implementation Level of Service, Delay, and Queue Results
LA22-3385
The Downtown San Fernando Reconfiguration Project (Project) implemented a one-way reconfiguration of three blocks of San Fernando Boulevard, bounded by Magnolia Boulevard and Olive Avenue. This reconfiguration pilot was listed as a priority project in the City of Burbank’s citywide Complete Our Streets Plan (June 2020). The reconfiguration, designed by Fehr & Peers, converted San Fernando Boulevard into a one-way corridor with the addition of curb extensions, loading zones, and outdoor dining areas.

This memo presents the transportation analysis for the Project, and serves as an interim deliverable to evaluate post-implementation performance of the pilot project.

An existing conditions memo (Pre-Implementation Memo), submitted to the City in 2023, provided a comprehensive overview of the area pre-pilot project. This memo (Post-Implementation Memo) includes references to the Pre-Implementation Memo and the design work by Fehr & Peers. The transportation analysis includes the following for both pre- and post-implementation scenarios:
• Pedestrian and bicycle activity b
ased on counts collected at study intersections.
• Safety analysis i nclusive of auto speeds, yield compliance at midblock crosswalks, and the number and severity of collisions along the project corridor. • Commercial loading activity b ased on 24 hours of video data collection on the corridor. • Traffic distribution and diversion o n streets surrounding the project based on data collected at 15 screenline locations.
• Traffic Level of Service and queueing analysis for 11 study intersections, using Synchro 11 & 12 software and methodology described in the Highway Capacity Manual (HCM).

ATTACHMENT 3 - 1
Downtown San Fernando Reconfiguration
October 2024

The project corridor is defined as San Fernando Boulevard between Magnolia Boulevard and Olive Avenue in Downtown Burbank. For the purposes of this memorandum, the project corridor is considered to run north/south.

Measuring Success
The purpose of the Project as listed in the City of Burbank’s citywide Complete Our Streets Plan (June 2020) is to enhance vehicular and pedestrian safety. Secondary benefits of the pilot design include encouraging more walking and bike activity downtown, and providing commercial loading areas to reduce double parking. Based on the goals described above, Fehr & Peers examined the following metrics to determine project success:
• Implementation of proven pedestrian safety countermeasures • Improvement of yield compliance at midblock crosswalks • Maintenance of auto speeds at or below 25 miles per hour • Reduction of illegal commercial loading incidents (double parking and parking in red) A
uto Level of Service is also analyzed to understand the impact of the project on auto travel behavior and delay, but is not recommended as a performance metric for evaluating project success as the metric does not directly relate to the project goals of safety, increased multimodal activity, and loading activity control.

Key Findings
The analysis provided in this report shows i
mprovements along the project corridor in all of the
above metrics of success.

Pedestrian Safety Countermeasures
Caltrans’ Local Roadway Safety Manual (2024) identifies a series of proven safety countermeasures, along with the corresponding crash reduction factors (CRF) that estimate the percentage reduction in crashes following countermeasure implementation (Caltrans 2024). The Project implemented the following countermeasures:
• Conversion from two-way to one-way traffic, with a CRF of 35% for all collisions • Installation of delineators, reflectors, and/or object markers, with a CRF of 15% for all c
ollisions
• Installation of curb extensions at crosswalks, with a CRF of 35% for pedestrian and bicycle c
ollisions.
• Modification of signal phasing to add a Leading Pedestrian Interval, with a CRF of 60% for p
edestrian and bicycle collisions.

ATTACHMENT 3 - 2
Downtown San Fernando Reconfiguration
October 2024

Vehicle Yield Compliance
Observations found that before the Project was built, vehicles were yielding to pedestrians at a rate o
f as low as 51% at midblock crosswalks along San Fernando Boulevard. After Project implementation, as shown in Table 1, total yield compliance increased by over 20% to a minimum of 83% of vehicles.

Table 1: Percent Yield Compliance at Midblock Crosswalks on the Project Corridor # Segment Time of Day Pre-Implementation Post-Implementation 1 San Fernando Blvd between
Orange Grove Ave and Olive Ave
Daytime 63% 88%
Nighttime 66% 59%
Total 63% 85%
2 San Fernando Blvd between Palm
Ave and Orange Grove Ave
Daytime 47% 84%
Nighttime 57% 82%
Total 51% 83%
3 San Fernando Blvd between
Magnolia Blvd and Palm Ave
Daytime 62% 87%
Nighttime 67% 81%
Total 63% 86%
Source: 24-hour yield compliance data collected by AimTD on Tuesday, October 4, 2022 for pre-implementation, and Wednesday, May 8, 2024 for post-implementation scenarios.

Vehicle Speed Compliance
Auto speeds remained relatively consistent between the pre- and post-implementation scenarios, w
ith 85% of the vehicles traveling at 21 miles per hour or below, as shown in Table 2. This kept the majority of vehicles traveling below 25 miles per hour.

Table 2: 85th Percentile Auto Speeds on the Project Corridor # Segment Pre-Implementation Post-Implementation
1 San Fernando Blvd between Orange Grove Ave
and Olive Ave 20 MPH 21 MPH
2 San Fernando Blvd between Palm Ave and
Orange Grove Ave 21 MPH 19 MPH
3 San Fernando Blvd between Magnolia Blvd and
Palm Ave 19 MPH 19 MPH
Source: 24-hour speed data collected by AimTD on October 4, 2022 for pre-implementation, and May 8, 2024 for post- implementation scenarios.

ATTACHMENT 3 - 3
Downtown San Fernando Reconfiguration
October 2024

Loading Activity
The addition of loading zones along the project proved useful for loading activities, with a large increase in legal loading activity along San Fernando inside the newly provided loading zones, as shown in Figure 1. However, the majority of loading activity still takes places illegally, in red curb zones, the newly painted zones, double parked in the parking bays, or blocking crosswalks or the road.

Figure 1: Commercial Loading Activity by Location

Source: Loading observations collected by AimTD on April 6, 2023 for the pre-implementation scenario, and May 8, 2024 for post-implementation.

San Fernando - Pre-Implementation
San Fernando - Post-Implementation
Off San Fernando - Pre-Implementation
Off San Fernando - Post-Implementation
Red Curb Hatched Area Blocking Crosswalk or Road
Double Parked Parking Spot Loading Zone
100 80 60 40 20 0 20 40 Illegal Legal
ATTACHMENT 3 - 4
Downtown San Fernando Reconfiguration
October 2024

Pedestrian & Bicycle Activity
In addition to vehicle behavior, the team also looked for changes in pedestrian and bicycle b
ehaviors. AimTD gathered data for daily pedestrian and bicycle counts at three locations on San Fernando Boulevard. The team also studied peak-hour pedestrian and bicycle volumes at 11 intersections in the vicinity of the project. Observations took place twice—pre-implementation on Tuesday, October 4, 2022 and post-implementation on Wednesday, May 8, 2024.

Table 3 summarizes daily pedestrian and bicycle activity on the corridor for both pre- and post- implementation scenarios.

Table 4 and 5 shows peak hour pedestrian and bicycle volumes for both scenarios at the surrounding intersections. Pedestrian volumes surpass auto volumes on the majority of the project corridor in both the pre- and post-implementation scenarios. Further, intersections within the project corridor see greater pedestrian volumes than those in the surrounding areas.

Table 3: Daily Pedestrian & Bicycle Activity on the Project Corridor # Segment Implementation
Scenario Auto Volumes Pedestrian
Volumes
Bicycle
Volumes
1 San Fernando Blvd between
Orange Grove Ave and Olive Ave
Pre 5,792 4,491 46
Post 3,391 2,767 23
2 San Fernando Blvd between
Palm Ave and Orange Grove Ave
Pre 5,931 6,629 36
Post 3,505 3,578 29
3 San Fernando Blvd between
Magnolia Blvd and Palm Ave
Pre 5,083 6,739 22
Post 3,773 6,988 30
Source: 24-hour count data collected by AimTD on October 4, 2022 for pre-implementation, and May 8, 2024 for post- implementation scenarios.

ATTACHMENT 3 - 5
Downtown San Fernando Reconfiguration
October 2024

Table 4: Total Peak Hour Pedestrian Volumes at Study Intersections # E/W N/S Implementation
Scenario
AM Peak
Hour Start
AM Peak Ped
Volumes
PM Peak
Hour Start
PM Peak Ped
Volumes
1 San Fernando Olive
Pre 8:00 AM 102 4:45 PM 263
Post 8:15 AM 151 5:00 PM 396
2 San Fernando Orange
Grove
Pre 9:00 AM 203 6:30 PM 782
Post 8:15 AM 153 5:00 PM 646
3 San Fernando Palm
Pre 9:00 AM 99 6:15 PM 639
Post 9:00 AM 223 5:15 PM 483
4 San Fernando Magnolia
Pre 8:00 AM 37 5:30 PM 649
Post 8:15 AM 68 5:15 PM 642
5 3rd Magnolia
Pre 8:00 AM 54 5:15 PM 108
Post 8:15 AM 72 5:15 PM 127
6 3rd Palm
Pre 8:15 AM 53 5:00 PM 77
Post 8:15 AM 49 4:45 PM 70
7 3rd Orange
Grove
Pre 8:00 AM 88 5:00 PM 87
Post 8:15 AM 77 4:45 PM 64
8 3rd Olive
Pre 8:00 AM 115 5:00 PM 75
Post 8:00 AM 132 4:45 PM 99
9 1st Magnolia
Pre 7:45 AM 34 5:30 PM 73
Post 8:15 AM 38 4:45 PM 74
10 1st Orange
Grove
Pre 8:15 AM 8 5:00 PM 48
Post 8:15 AM 26 4:30 PM 52
11 1st Olive
Pre 8:15 AM 36 4:45 PM 100
Post 8:15 AM 43 4:45 PM 74
Source: Count data collected by AimTD on October 4, 2022 for pre-implementation, and May 8, 2024 for post- implementation scenarios.

ATTACHMENT 3 - 6
Downtown San Fernando Reconfiguration
October 2024

Table 5: Total Peak Hour Bicycle Volumes at Study Intersections # E/W N/S Implementation
Scenario
AM Peak Hour
Start
AM Peak
Bike
Volumes
PM Peak
Hour Start
PM Peak
Bike
Volumes
1 San
Fernando Olive
Pre 8:00 AM 5 4:45 PM 6
Post 8:15 AM 4 5:00 PM 8
2 San
Fernando
Orange
Grove
Pre 9:00 AM 3 6:30 PM 3
Post 8:15 AM 2 5:00 PM 0
3 San
Fernando Palm
Pre 9:00 AM 2 6:15 PM 4
Post 9:00 AM 1 5:15 PM 2
4 San
Fernando Magnolia
Pre 8:00 AM 2 5:30 PM 3
Post 8:15 AM 1 5:15 PM 2
5 3rd Magnolia
Pre 8:00 AM 5 5:15 PM 6
Post 8:15 AM 2 5:15 PM 9
6 3rd Palm
Pre 8:15 AM 2 5:00 PM 5
Post 8:15 AM 1 4:45 PM 2
7 3rd Orange
Grove
Pre 8:00 AM 2 5:00 PM 2
Post 8:15 AM 3 4:45 PM 2
8 3rd Olive
Pre 8:00 AM 6 5:00 PM 2
Post 8:00 AM 2 4:45 PM 8
9 1st Magnolia
Pre 7:45 AM 1 5:30 PM 7
Post 8:15 AM 3 4:45 PM 5
10 1st Orange
Grove
Pre 8:15 AM 4 5:00 PM 3
Post 8:15 AM 2 4:30 PM 0
11 1st Olive
Pre 8:15 AM 7 4:45 PM 11
Post 8:15 AM 3 4:45 PM 11
Source: Count data collected by AimTD on October 4, 2022 for pre-implementation, and May 8, 2024 for post- implementation scenarios.

ATTACHMENT 3 - 7
Downtown San Fernando Reconfiguration
October 2024

Safety Analysis
The safety analysis for the project is comprised of three metrics:
• Auto speeds: Speed is the primary indicator of severity of collisions. Managing speeds is a critical component of reducing the likelihood and severity of collisions. For this reason, speed can be used as a proxy for safety.
• Yield compliance at midblock crosswalks: Pedestrians have the right-of-way at all uncontrolled marked crosswalks. Autos failing to yield to pedestrians at these locations can result in collisions, as autos are typically travelling at speed at these locations. For this reason, auto yield compliance at uncontrolled crosswalks can be used as a proxy for pedestrian safety.
• Collision analysis: Reported injury collisions are analyzed to identify locations and trends of collisions on the project corridor. This was analyzed in the Pre-Implementation Memo, however it has not been long enough since project implementation for collision data to become available. This could be analyzed further in the future to observe any patterns and changes.

Auto Speeds
San Fernando Boulevard in the vicinity of the project has a posted speed limit of 25 miles per hour (MPH). Table 6 summarizes auto speed data collected over 24 hours at three points on the project corridor for each scenario. Both the observed pre- and post-implementation 85 th percentile auto speeds are 16 to 24 percent below the posted speed limit. No significant change in auto speeds was observed.

Table 6: 85th Percentile Auto Speeds on the Project Corridor # Segment Pre-Implementation Post-Implementation
1 San Fernando Blvd between Orange Grove Ave
and Olive Ave 20 MPH 21 MPH
2 San Fernando Blvd between Palm Ave and
Orange Grove Ave 21 MPH 19 MPH
3 San Fernando Blvd between Magnolia Blvd and
Palm Ave 19 MPH 19 MPH
Source: 24-hour speed data collected by AimTD on October 4, 2022 for pre-implementation, and May 8, 2024 for post- implementation scenarios.

ATTACHMENT 3 - 8
Downtown San Fernando Reconfiguration
October 2024

Yield Compliance
Table 7 s ummarizes auto yield compliance at the three midblock uncontrolled crosswalks on the project corridor collected on Tuesday, October 4, 2022 for pre-implementation, and Wednesday, May 8, 2024 for post-implementation scenarios. Yield compliance can be read as the percent of vehicles who yield to pedestrians who have clearly demonstrated an intent to cross. Yielding to pedestrians at marked uncontrolled crosswalks is required per the California Vehicle Code. Before the project implementation, the highest percent yield compliance on San Fernando Boulevard was 63%. Following the implementation of improvements, the highest percent daily yield compliance along the corridor increased to 86%, an increase of 23% from the pre-implementation scenario.

Table 7: Percent Yield Compliance at Midblock Crosswalks on the Project Corridor # Segment Time of Day Pre-Implementation Post-Implementation 1 San Fernando Blvd
between Orange Grove
Ave and Olive Ave
Daytime 63% 88%
Nighttime 66% 59%
Total 63% 85%
2 San Fernando Blvd
between Palm Ave and
Orange Grove Ave
Daytime 47% 84%
Nighttime 57% 82%
Total 51% 83%
3 San Fernando Blvd
between Magnolia Blvd
and Palm Ave
Daytime 62% 87%
Nighttime 67% 81%
Total 63% 86%
Source: 24-hour yield compliance data collected by AimTD on Tuesday, October 4, 2022 for pre-implementation, and Wednesday, May 8, 2024 for post-implementation scenarios.

ATTACHMENT 3 - 9
Downtown San Fernando Reconfiguration
October 2024

Commercial Loading Activity
Commercial loading activity was collected over a 24-hour period at several locations along on the p
roject corridor. Data collection took place on Orange Grove Avenue immediately east and west of San Fernando Boulevard, and on Palm Avenue immediately east of San Fernando Boulevard.

Observations took place twice – pre-implementation on October 4, 2022, and post-implementation on May 8, 2024.

Figure 2 shows the total number of loading observations over the 24-hour period for both scenarios. In the pre-implementation scenario, the loading activity was consistent along the three blocks of the project corridor, with roughly 30 to 35 daily observations. In the post-implementation scenario, there was less loading activity on the side streets than in pre-implementation, but an increase at San Fernando from Magnolia Boulevard to Palm Avenue.

Figure 2: Number of Observed Loading Activities by Block Source: Loading observations collected by AimTD on April 6, 2023 for the pre-implementation scenario and on May 8, 2 024 for post-implementation.
0 5
10 15
20 25
30 35
40 45
S
an Fernando -
Magnolia to Palm
San Fernando -
Palm to Orange
Grove
San Fernando -
Orange Grove to
Olive
Palm east of San
Fernando
Orange Grove
east of San
Fernando
Orange Grove
west of San
Fernando
# of Obervations Pre-Implementation # of Observations Post-Implementation ATTACHMENT 3 - 10
Downtown San Fernando Reconfiguration
October 2024

Figure 3 shows observed loading activity by time of day. Almost 60 percent of loading activity occurred between 6am and 3pm. Both scenarios were generally consistent with one another. The post-implementation scenario saw more loading activity in the midday and overnight.

Figure 3: Commercial Loading Activity by Time of Day – Period Split Source: Loading observations collected by AimTD on April 6, 2023 for the pre-implementation scenario and on May 8, 2 024 for post-implementation.
0 5
10 15
20 25
30 35
40 45
50 P
re Post Pre Post Pre Post Pre Post Pre Post
Morning (6am-10am) Midday (10-3pm) PM Peak (3-7PM) Evening (7-10pm) Overnight (10pm-6am)
San Fernando - Magnolia to Palm San Fernando - Palm to Orange Grove San Fernando - Orange Grove to Olive Palm east of San Fernando Orange Grove east of San Fernando Orange Grove west of San Fernando ATTACHMENT 3 - 11
Downtown San Fernando Reconfiguration
October 2024

Figure 4 shows the location of observed loading activity for the pre- and post- implementation scenarios. In the pre-implementation scenario, there were no existing loading zones along the project corridor, resulting in almost 80 percent of observed loading activity occurring along red curb. The post-implementation scenario has two loading zones on San Fernando, one between Magnolia Boulevard and Palm Avenue and one between Palm Avenue and Orange Grove Avenue.

The desired and legal locations for loading are in loading zones or parking spots, which are shown to the right of the 0 axis in Figure 4. The illegal loading locations are in red curb, hatched areas, blocking a crosswalk or road, or double parked, shown to the left of the 0 axis in Figure 4.

Figure 4: Commercial Loading Activity by Location

Source: Loading observations collected by AimTD on April 6, 2023 for the pre-implementation scenario, and May 8, 2024 for post-implementation.

Figure 5 shows commercial loading activity by vehicle type. There was a range of vehicle types used for loading activities on the corridor, but the most prevalent type was passenger car, indicating the prevalence of food delivery services on the project corridor.

San Fernando - Pre-Implementation
San Fernando - Post-Implementation
Off San Fernando - Pre-Implementation
Off San Fernando - Post-Implementation
Red Curb Hatched Area Blocking Crosswalk or Road
Double Parked Parking Spot Loading Zone
100 80 60 40 20 0 20 40 Illegal Legal
ATTACHMENT 3 - 12
Downtown San Fernando Reconfiguration
October 2024

Figure 5: Commercial Loading Activity by Vehicle Type

Source: Loading observations collected by AimTD on April 6, 2023 for the pre-implementation scenario and on May 8, 2024 for post-implementation.

Traffic Distribution & Diversion
Average Daily Traffic (ADT) counts were collected at fifteen locations in the vicinity of the project corridor to understand pre-implementation and post-implementation traffic patterns. Figure 6 shows the average ADT across analysis locations (screenlines) on each street for both scenarios.

Table 8 shows the ADT at each location for both scenarios. Figure 7 shows the directional split for the average ADT at screenlines for both scenarios, which changed by less than 10% between the pre-implementation and post-implementation scenarios at all screenlines, except San Fernando Boulevard where southbound movements were prohibited. San Fernando Boulevard carries about 20 percent of the north/south traffic in the area. Olive Avenue is the most significant street for east/west traffic, carrying about 40 percent of the daily east/west volume in the area. As seen in Table 8, the ADT along San Fernando Boulevard decreased in the post-implementation scenario due to the reconfiguration of the project corridor from two-way to one-way.

0 5
10 15
20 25
30 35
40 45
Pre Post Pre Post Pre Post PrePost Pre Post PrePost
San Fernando -
Magnolia to Palm
San Fernando -
Palm to Orange
Grove
San Fernando -
Orange Grove to
Olive
Palm east of San
Fernando
Orange Grove east
of San Fernando
Orange Grove
west of San
Fernando
Passenger car (e.g. Food delivery/TNCs) Van
Pickup Truck Service Pickup (City Services)
Single Unit Truck Semi (3-5 Axle)
Police Car Post (e.g., USPS)
Fire Department Service Truck
ATTACHMENT 3 - 13
Downtown San Fernando Reconfiguration
October 2024

Figure 6: Average ADT Across Screenline Locations

Source: Count data collected by AimTD on October 4, 2022 for pre-implementation, and May 8, 2024 for post- implementation scenarios.

Figure 7: Average ADT Directional Split

Source: Count data collected by AimTD on October 4, 2022 for pre-implementation, and May 8, 2024 for post- implementation scenarios.
13,800
7,800
5,600
17,700
14,600
7,500
3,900
13,800
8,700
3,600
17,600
16,900
7,600
2,900
-
2,000
4,000
6,000
8,000
10,000
12,000
14,000
16,000
18,000
20,000
1st Street 3rd Street San Fernando
Boulevard
Olive Avenue Magnolia
Boulevard
Orange Grove
Avenue
Palm Avenue
Pre-Implementation Post-Implementation
Northbound
Northbound
Northbound
Eastbound
Eastbound
Eastbound
Eastbound
0 Southbound
Southbound
Southbound
Westbound
Westbound
Westbound
Westbound
Northbound
Northbound
Northbound
Eastbound
Eastbound
Eastbound
Eastbound
Southbound
Southbound
Westbound
Westbound
Westbound
Westbound
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
1st Street 3rd Street San Fernando
Boulevard
Olive
Avenue
Magnolia
Boulevard
Orange Grove
Avenue
Palm
Avenue
Pre-Implementation 0 Pre-Implementation Post-Implementation Post-Implementation ■
Pre-Implementation
■
■
Post-Implementation
■
ATTACHMENT 3 - 14
Downtown San Fernando Reconfiguration
October 2024

Table 8: Average Daily Traffic at Screenline Locations
# Segment Pre-
Implementation
Post-
Implementation
1 San Fernando Blvd between Orange Grove Ave and Olive Ave 5,792 3,391 2 San Fernando Blvd between Palm Ave and Orange Grove Ave 5,931 3,505 3 San Fernando Blvd between Magnolia Blvd and Palm Ave 5,083 3,773 4 3rd St between Magnolia Blvd and Palm Ave 8,532 9,657 5 3rd St between Palm Ave and Orange Grove Ave 7,932 8,853 6 3rd St between Orange Grove Ave and Olive Ave 6,926 7,557 7 1st St between Palm Ave of Orange Grove Ave 14,453 14,344 8 1st St between Orange Grove Ave and Olive Ave 13,232 13,207 9 Magnolia Blvd between 1st St and San Fernando Blvd 15,293 17,195 10 Magnolia Blvd between San Fernando Blvd and 3rd St 13,988 16,643 11 Palm Ave between San Fernando Blvd and 3rd St 3,872 2,880 12 Orange Grove Ave between 1st St and San Fernando Blvd 9,195 8,529 13 Orange Grove Ave between San Fernando Blvd and 3rd St 5,718 6,728 14 Olive Ave between 1st St and San Fernando Blvd 18,388 17,890 15 Olive Ave between San Fernando Blvd and 3rd St 16,961 17,283 Source: Count data collected by AimTD on October 4, 2022 for pre-implementation, and May 8, 2024 for post- implementation scenarios.

Auto Level of Service and Queueing
Methodology
This analysis used the Transportation Research Board’s Highway Capacity Manual, 6th Edition (HCM) methodology to evaluate intersection Level of Service (LOS) and delay at signalized intersections.

The calculation of delay represents the amount of delay experienced by vehicles passing through the intersection. HCM Level of Service thresholds for signalized intersections are presented in Table 9.

Table 9: Level of Service Thresholds for Signalized Intersections Level of
Service
(LOS)
LOS Definition
Signalized Intersection
Average Control Delay
(sec/veh)
A Excellent. No vehicle waits longer than one red light and no approach phase is fully used. < 10.0
B Very good. An occasional approach phase is fully utilized; many drivers begin to feel somewhat restricted within groups of vehicles. >10.1 to 20.0 ATTACHMENT 3 - 15
Downtown San Fernando Reconfiguration
October 2024

C Good. Occasionally drivers may have to wait through more than one red light; backups may develop behind turning vehicles. > 20.1 to 35.0 D
Fair. Delays may be substantial during portions of the rush hours, but enough lower volume periods occur to permit clearing of developing lines, preventing excessive backups.
> 35.1 to 55.0
E
Poor. Represents the most vehicles intersection approaches can accommodate; may be long lines of waiting vehicles through several signal cycles.
> 55.1 to 80.0
F
Failure. Backups from nearby locations or on cross streets may restrict or prevent movement of vehicles out of the intersection approaches. Tremendous delays with continuously increasing queue lengths
> 80.0
Source: Highway Capacity Manual, 6th Edition Transportation Research Board, 2016.

Level of Service and Delay Results
Lane configurations assumed in pre-implementation scenario reflect on-the-ground conditions, gathered via aerial imagery and field verified, while the post-implementation scenario reflects the built improvements as depicted in Attachment A and recent field verification. Signal timings were provided by the City of Burbank. Intersection turning movement counts were collected on October 4, 2022 for the pre-implementation scenario, and on May 8, 2024 for the post- implementation scenario.

Table summarizes Level of Service and delay results for both scenarios. Lane configurations and peak hour turning movement volumes are shown in Attachment B. Detailed LOS worksheets are provided in Attachment C.

All study intersections in the pre-implementation scenario operate at an LOS of C or better.

However, all but one study intersection in the post-implementation scenario operate at an LOS of C or better. First Street & Olive Avenue operate at LOS D in the PM peak hour. Per the City’s Mobility Plan, the City has established LOS D as the lowest acceptable Level of Service.

ATTACHMENT 3 - 16
Downtown San Fernando Reconfiguration
October 2024

Table 10: Level of Service For Pre- and Post- Implementation Scenarios # Study Intersection Control Peak
Hour
Pre-Implementation Post-Implementation
Delay (s) LOS Delay
(s) LOS
1 San Fernando Boulevard/
Olive Avenue Signal
AM 32 C 32 C
PM 27 C 29 C
2 San Fernando Boulevard/
Orange Grove Avenue Signal
AM 15 B 21 C
PM 19 B 20 C
3 San Fernando Boulevard/
Palm Avenue* Signal
AM 10 B 12 B
PM 16 B 18 B
4 San Fernando Boulevard/
Magnolia Boulevard* Signal
AM 5 A 11 B
PM 9 A 13 B
5 3rd Street/
Magnolia Boulevard Signal
AM 20 B 20 C
PM 20 C 18 B
6 3rd Street/
Palm Avenue Signal
AM 6 A 8 A
PM 8 A 7 A
7 3rd Street/
Orange Grove Avenue Signal
AM 9 A 10 A
PM 12 B 11 B
8 3rd Street/
Olive Avenue Signal
AM 15 B 14 B
PM 19 B 16 B
9 1st Street/
Magnolia Boulevard Signal
AM 27 C 26 C
PM 28 C 28 C
10 1st Street/
Orange Grove Avenue Signal
AM 21 C 22 C
PM 24 C 25 C
11 1st Street/
Olive Avenue Signal
AM 32 C 32 C
PM 28 C 46 D
Note: Intersection LOS/delay calculations are based on Highway Capacity Manual (HCM) methodology. HCM 6th Edition methodology was used where feasible. HCM 2000 was used at intersections with non-NEMA phasing (denoted with “*”).

Source: Fehr & Peers, 2024.

Queueing Results
Fehr & Peers analyzed pre- and post-implementation p eak hour traffic volumes to determine the queue lengths for the turn pockets and through movements for each of the analyzed intersections.

This analysis reports the 95th percentile queue lengths (in feet) for all turning movements and intersection control delay (in seconds) along with the corresponding level of service for each study intersection. 95th percentile queue length is defined as the queue length that has only a five percent probability of being exceeded during the analyzed peak period. The 95th percentile queue length ATTACHMENT 3 - 17
Downtown San Fernando Reconfiguration
October 2024

is a conservative assumption commonly employed for intersection design considerations and does not represent the typical queue length an average driver would experience.

Table 11 summarizes the 95th percentile queue lengths for the vehicular movements at study intersections in both scenarios. Queues shown in bold signify movements where the 95th percentile queue exceeds the storage length. Detailed queuing worksheets are provided in Attachment D.

The following four locations did not exceed the storage length in the pre-implementation condition, but did in the post-implementation condition:
• San Fernando Boulevard and Orange Grove Avenue, eastbound left • San Fernando Boulevard and Magnolia Boulevard, northbound left • 1st Street and Orange Grove Avenue, southbound left
• 1st Street and Olive Avenue, northbound left
Table 11: Queuing Results
# Study Intersection Movement Storage Length
Peak Hour 95th Percentile Queue
Pre-
Implementation
Post-
Implementation

AM PM AM PM
1 San Fernando
B
oulevard/Olive Avenue
EBL 75 50 75 4 5 75
EBT 500 125 225 125 225
EBR 125 25 50 2 5 50
WBL 75 50 50 50 50
WBT 475 300 200 2 75 200
WBR 150 25 50 25 50
NBT 300 75 150 7 5 125
SBT 375 50 125 - -
2 San Fernando
Boulevard/Orange
Grove Avenue
EBL 50 25 50 5 0 75
EBT 500 100 125 100 150
WBL 50 25 50 - -
WBT 475 75 175 100 150
NBT 375 50 125 5 0 125
SBT 300 75 125 - -
ATTACHMENT 3 - 18
Downtown San Fernando Reconfiguration
October 2024

# Study Intersection Movement Storage Length
Peak Hour 95th Percentile Queue
Pre-
Implementation
Post-
Implementation

AM PM AM PM
3 San Fernando
Boulevard/Palm Avenue
WBL 75 50 75 - -
WBR 75 25 50 25 75
NBT 300 75 125 75 125
SBT 300 75 125 - -
4 San Fernando Boulevard/
Magnolia Boulevard
EBT 500 50 100 50 125
WBL 125 25 75 - -
WBT 475 75 125 150 125
NBL 75 50 75 125 175
5 3rd Street/Magnolia
Boulevard
EBL 175 50 100 50 100
EBT 475 50 125 75 150
WBL 100 50 50 50 50
WBT 475 200 175 225 200
NBL 75 50 50 25 50
NBT 325 150 225 150 200
SBL 75 100 125 100 125
SBT 325 200 225 250 225
SBR 75 25 75 <25 50
6 3 rd Street/Palm Avenue
EBT 500 75 100 75 125
WBT 425 50 75 50 75
NBL 75 25 25 25 25
NBT 325 50 75 75 75
SBL 75 25 25 25 25
SBT 325 100 125 125 200
ATTACHMENT 3 - 19
Downtown San Fernando Reconfiguration
October 2024

# Study Intersection Movement Storage Length
Peak Hour 95th Percentile Queue
Pre-
Implementation
Post-
Implementation

AM PM AM PM
7 3rd Street/Orange Grove
Avenue
EBL 50 50 75 50 50
EBT 475 75 150 75 150
WBL 50 25 25 25 25
WBT 475 75 125 100 100
WBR 100 25 25 0 25
NBL 75 25 25 25 25
NBT 350 75 100 75 125
SBL 75 25 25 25 25
SBT 325 25 100 50 100
8 3rd Street/Olive Avenue
EBL 75 100 125 100 125
EBT 475 150 250 150 250
WBL 75 25 25 25 25
WBT 450 125 100 150 125
NBL 75 50 50 50 50
NBT 350 100 125 125 150
SBL 75 50 50 50 50
SBT 350 125 225 175 250
9 1st Street/Magnolia
Boulevard
EBL 575 50 150 75 125
EBT 1,250 200 275 150 350
WBL 125 75 100 75 100
WBT 500 200 225 250 250
WBR 225 25 50 25 50
NBL 200 125 175 150 150
NBT 325 75 125 50 125
NBR 75 25 50 0 25
SBL 100 50 75 25 50
SBT 725 75 125 75 125
SBR 225 50 75 25 50
ATTACHMENT 3 - 20
Downtown San Fernando Reconfiguration
October 2024

# Study Intersection Movement Storage Length
Peak Hour 95th Percentile Queue
Pre-
Implementation
Post-
Implementation

AM PM AM PM
10 1st Street/Orange Grove
Avenue
EBL 50 150 150 125 125
EBT 250 125 175 125 175
EBR 50 25 25 0 0
WBL 50 50 100 50 125
WBT 500 75 200 100 225
WBR 50 25 50 0 50
NBL 150 75 125 75 125
NBT 350 75 125 75 175
NBR 125 25 50 0 50
SBL 75 50 75 50 100
SBT 275 75 150 100 175
11 1st Street/Olive Avenue
EBL 675 75 175 100 325
EBT 1,925 150 175 200 450
WBL 100 50 75 50 50
WBT 500 375 175 275 275
WBR 75 25 75 25 75
NBL 150 150 50 125 175
NBT 325 75 300 75 175
SBL 100 50 250 50 75
SBT 350 75 275 75 125
SBR 75 25 75 75 50
Note: Storage lengths and queues are shown in feet and rounded up to the nearest 25. Queue lengths are outputs derived from the Synchro 11/12 AM and PM peak hour models developed for this project. The 95th percentile queue length is a conservative assumption commonly employed for intersection design considerations and does not represent the typical queue length that an average driver would experience. Queues shown in bold signify movements where the 95 th percentile
queue exceeds the storage length.

Source: Fehr & Peers, 2024.

ATTACHMENT 3 - 21
A
ttachment A:

Lane Configurations & Peak Hour
Volumes
ATTACHMENT 3 - 22
Underground Service Alert
DIAL: 811
Call: TOLL FREE

CITY OF BURBANK

SAN FERNANDO BOULEVARD RECONFIGURATION
PHASE 1 - PILOT PROJECT
“”
ATTACHMENT 3 - 23
Underground Service Alert
DIAL: 811
Call: TOLL FREE
YIELD
HERE
TO

RESERVED FOR

HANDICAPPED
●

UNAUTHORIZED VEHICLES NOT

DISPLAYING DISTINGUISHING LICENSE

PLATES OR PLACARDS ISSUED TO

PHYSICALLY HANDICAPPED PERSONS

WILL BE TOWED AWAY AT
OWNER'S EXPENSE. TOWED

VEHICLES MAY BE RECLAIMED AT

OR BY TELEPHONING
ATTACHMENT 3 - 24
YIELD
HERE
TO
Underground Service Alert
DIAL: 811
Call: TOLL FREE

RESERVED FOR

HANDICAPPED

UNAUTHORIZED VEHICLES NOT

DISPLAYING DISTINGUISHING LICENSE

PLATES OR PLACARDS ISSUED TO

PHYSICALLY HANDICAPPED PERSONS

WILL BE TOWED AWAY AT
OWNER'S EXPENSE. TOWED

VEHICLES MAY BE RECLAIMED AT

OR BY TELEPHONING
ATTACHMENT 3 - 25
HCM 6th Signalized Intersection Summary
6: 3rd St & Palm Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 9 35 5 27 10 17 157 30 42 211 29 Future Volume (veh/h) 21 9 35 5 27 10 17 157 30 42 211 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.90 0.89 0.90 0.89 0.98 0.95 0.97 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 23 10 7 6 30 2 19 174 27 47 234 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 220 91 49 84 306 18 729 991 154 831 1024 127 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 1.00 1.00 1.00 0.63 0.63 0.63 Sat Flow, veh/h 710 465 249 125 1560 94 1097 1567 243 1152 1620 201 Grp Volume(v), veh/h 40 0 0 38 0 0 19 0 201 47 0 263
Grp Sat Flow(s),veh/h/ln 1424 0 0 1778 0 0 1097 0 1810 1152 0 1821 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 1.1 0.0 4.3 Cycle Q Clear(g_c), s 1.3 0.0 0.0 1.2 0.0 0.0 4.5 0.0 0.0 1.1 0.0 4.3 Prop In Lane 0.57 0.17 0.16 0.05 1.00 0.13 1.00 0.11
Lane Grp Cap(c), veh/h 361 0 0 409 0 0 729 0 1145 831 0 1151 V/C Ratio(X) 0.11 0.00 0.00 0.09 0.00 0.00 0.03 0.00 0.18 0.06 0.00 0.23 Avail Cap(c_a), veh/h 662 0 0 781 0 0 729 0 1145 831 0 1151 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.99 0.00 0.99 0.74 0.00 0.74 Uniform Delay (d), s/veh 23.1 0.0 0.0 23.1 0.0 0.0 0.2 0.0 0.0 4.9 0.0 5.5 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.3 0.1 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.1 0.2 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.3 0.0 0.0 23.2 0.0 0.0 0.3 0.0 0.3 5.0 0.0 5.9 LnGrp LOS C A A C A A A A A A A A
Approach Vol, veh/h 40 38 220 310
Approach Delay, s/veh 23.3 23.2 0.3 5.7
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 50.3 19.7 50.3 19.7
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 29.0 29.0 29.0 29.0
Max Q Clear Time (g_c+I1), s 6.3 3.2 6.5 3.3
Green Ext Time (p_c), s 1.7 0.1 1.2 0.2
Intersection Summary
HCM 6th Ctrl Delay 6.0
HCM 6th LOS A
ATTACHMENT 3 - 26
Underground Service Alert
DIAL: 811
Call: TOLL FREE

COMMERCIAL

LOADING
5 - 12
10 MINUTE

PARKING
AMPM
12 - 9 PMPM
YIELD
HERE
TO

PARKING
ONLY

MINIMUM
FINE $250

PARKING
NO
3 - 5 AMAM

RESERVED FOR

HANDICAPPED

UNAUTHORIZED VEHICLES NOT

DISPLAYING DISTINGUISHING LICENSE

PLATES OR PLACARDS ISSUED TO

PHYSICALLY HANDICAPPED PERSONS

WILL BE TOWED AWAY AT
OWNER'S EXPENSE. TOWED

VEHICLES MAY BE RECLAIMED AT

OR BY TELEPHONING

D O N O T

E N T E R

W R O N G

W A Y BICYCLING

SKATING

SKATEBOARDING
NO

ONE WAY

ONE WAY

RIGHT LANE
MUST

TURN RIGHT

PARKINGNO
TOA.M. 35
90PARKING
MINUTE
P.M. 99 A.M.TO

ONCE PER DAY PER BLOCK
ATTACHMENT 3 - 27
Underground Service Alert
DIAL: 811
Call: TOLL FREE
YIELD
HERE
TO

PARKING
ONLY

MINIMUM
FINE $250

RESERVED FOR

HANDICAPPED

UNAUTHORIZED VEHICLES NOT

DISPLAYING DISTINGUISHING LICENSE

PLATES OR PLACARDS ISSUED TO

PHYSICALLY HANDICAPPED PERSONS

WILL BE TOWED AWAY AT
OWNER'S EXPENSE. TOWED

VEHICLES MAY BE RECLAIMED AT

OR BY TELEPHONING

ONE WAYONE WAY

D O N O T

E N T E R

W R O N G
W A Y
ATTACHMENT 3 - 28
Underground Service Alert
DIAL: 811
Call: TOLL FREE

D O N O T

E N T E R

W R O N G

W A YBICYCLING

SKATING

SKATEBOARDING
NO
ATTACHMENT 3 - 29
Underground Service Alert
DIAL: 811
Call: TOLL FREE

ONE WAYONE WAY

D O N O T

E N T E R

W R O N G
W A Y

BICYCLING

SKATING

SKATEBOARDING
NO

RIGHT LANE
MUST

TURN RIGHT
ATTACHMENT 3 - 30
Underground Service Alert
DIAL: 811
Call: TOLL FREE

ONE WAYONE WAY

D O N O T

E N T E R

W R O N G
W A Y
ATTACHMENT 3 - 31
Underground Service Alert
DIAL: 811
Call: TOLL FREE
ATTACHMENT 3 - 32

Attachment A:

Lane Configurations & Peak Hour
Volumes
ATTACHMENT 3 - 33
Figure 1
Peak Hour Traffic Volumes and Lane Configurations
Post-Implementation Conditions (2024)
San Fernando Blvd Reconfiguration Project
33 (44)
78 (152)
29 (38)
35 (69)
380 (631)
48 (59)
26 (78)
674 (532)
20 (28)

1. San Fernando Rd/Olive Ave
23 (61)
89 (164)
25 (71)
46 (64)
113 (206)
33 (39)
112 (225)

2. San Fernando Rd/Orange Grove Ave
111 (175)
70 (98)
71 (113)

3. San Fernando Rd/Palm Ave
86 (156)
77 (137)
353 (761)
480 (505)

4. San Fernando Rd/Magnolia Blvd
18 (41)
160 (247)
39 (27)
96 (199)
241 (479)
89 (217)
56 (122)
248 (252)
89 (108)
93 (94)
407 (342)
27 (27)

5. 3rd St/Magnolia Blvd
15 (42)
184 (269)
11 (17)
16 (51)
17 (48)
71 (83)
82 (126)
239 (355)
45 (27)
20 (33)
34 (58)
8 (18)

6. 3rd St/Palm Ave
22 (37)
159 (258)
8 (19)
40 (45)
57 (155)
16 (64)
72 (134)
217 (306)
40 (55)
11 (22)
109 (135)
10 (13)

7. 3rd St/Orange Grove Ave
27 (42)
113 (170)
19 (26)
60 (102)
292 (537)
29 (39)
77 (137)
140 (207)
31 (37)
20 (43)
640 (435)
15 (25)

8. 3rd St/Olive Ave
N
Olive Ave
San Fernando Rd
Orange Grove Ave
San Fernando Rd
San Fernando Rd
Magnolia Blvd
Magnolia Blvd
3rd St
Palm Ave
3rd St
Orange Grove Ave
3rd St
Olive Ave
3rd St
191 (215)
91 (297)
50 (96)
84 (175)
295 (600)
163 (254)
89 (154)
142 (211)
10 (60)
19 (86)
491 (465)
41 (83)

9. 1st St/Magnolia Blvd
105 (181)
130 (368)
52 (121)
168 (139)
141 (150)
26 (30)
80 (155)
210 (282)
69 (130)
23 (93)
80 (207)
31 (126)

10. 1st St/Orange Grove Ave
Magnolia Blvd
1st St
Orange Grove Ave
1st St
155 (199)
110 (275)
75 (64)
113 (283)
360 (643)
99 (194)
69 (141)
144 (248)
49 (56)
66 (112)
612 (453)
26 (35)

11. 1st St/Olive Ave
Olive Ave
1st St
d
accf
accf
d
ac
e
e f
af
cc
cc
ae
ace
acf
ace
ae
d
ae
d
ae
ae
ae
acf
ae
ace
ae
ace
accf
ace
accf
accf
accf
acf
ace
acf
ace
ace
accf
accf
ATTACHMENT 3 - 34

Attachment A:

Lane Configurations & Peak Hour
Volumes
ATTACHMENT 3 - 35
HCM 6th Signalized Intersection Summary
1: San Fernando Rd & Olive Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 376 38 21 699 6 31 59 25 13 42 29 Future Volume (veh/h) 20 376 38 21 699 6 31 59 25 13 42 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 0.80 0.92 0.81 0.95 0.92 0.95 0.92 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 22 404 13 23 752 3 33 63 17 14 45 17 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 125 968 345 240 968 348 292 538 138 190 588 211 Arrive On Green 0.27 0.27 0.27 0.09 0.09 0.09 0.59 0.57 0.59 0.59 0.57 0.59 Sat Flow, veh/h 682 3554 1267 891 3554 1279 421 941 241 250 1028 368 Grp Volume(v), veh/h 22 404 13 23 752 3 113 0 0 76 0 0
Grp Sat Flow(s),veh/h/ln 682 1777 1267 891 1777 1279 1603 0 0 1645 0 0 Q Serve(g_s), s 2.8 8.4 0.7 2.2 18.6 0.2 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 21.4 8.4 0.7 10.6 18.6 0.2 2.5 0.0 0.0 1.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.29 0.15 0.18 0.22
Lane Grp Cap(c), veh/h 125 968 345 240 968 348 1004 0 0 1025 0 0 V/C Ratio(X) 0.18 0.42 0.04 0.10 0.78 0.01 0.11 0.00 0.00 0.07 0.00 0.00 Avail Cap(c_a), veh/h 189 1303 464 324 1303 469 1004 0 0 1025 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 0.97 0.97 0.97 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 40.6 26.9 24.1 38.6 38.3 29.9 8.6 0.0 0.0 8.4 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.3 0.0 0.2 2.1 0.0 0.2 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.5 0.2 0.5 9.1 0.1 0.9 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.3 27.1 24.1 38.8 40.3 29.9 8.8 0.0 0.0 8.6 0.0 0.0 LnGrp LOS D C C D D C A A A A A A
Approach Vol, veh/h 439 778 113 76
Approach Delay, s/veh 27.8 40.3 8.8 8.6
Approach LOS C D A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 59.5 30.5 59.5 30.5
Change Period (Y+Rc), s 6.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 45.0 34.0 45.0 34.0
Max Q Clear Time (g_c+I1), s 4.5 23.4 3.7 20.6
Green Ext Time (p_c), s 0.7 2.1 0.5 4.5
Intersection Summary
HCM 6th Ctrl Delay 32.1
HCM 6th LOS C
ATTACHMENT 3 - 36
HCM 6th Signalized Intersection Summary
2: San Fernando Rd & Orange Grove Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 107 17 18 81 12 30 84 18 13 75 26 Future Volume (veh/h) 21 107 17 18 81 12 30 84 18 13 75 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.80 0.89 0.93 0.73 0.90 0.85 0.91 0.85 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 132 9 22 100 3 37 104 18 16 93 26 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 291 402 27 302 418 13 254 684 112 138 745 197 Arrive On Green 0.23 0.23 0.23 0.08 0.08 0.08 0.61 0.61 0.61 0.61 0.61 0.61 Sat Flow, veh/h 1037 1715 117 1166 1784 54 310 1114 182 131 1214 321 Grp Volume(v), veh/h 26 0 141 22 0 103 159 0 0 135 0 0
Grp Sat Flow(s),veh/h/ln 1037 0 1832 1166 0 1837 1606 0 0 1665 0 0 Q Serve(g_s), s 1.5 0.0 4.5 1.3 0.0 3.7 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 5.2 0.0 4.5 5.7 0.0 3.7 2.6 0.0 0.0 2.3 0.0 0.0 Prop In Lane 1.00 0.06 1.00 0.03 0.23 0.11 0.12 0.19
Lane Grp Cap(c), veh/h 291 0 429 302 0 431 1050 0 0 1080 0 0 V/C Ratio(X) 0.09 0.00 0.33 0.07 0.00 0.24 0.15 0.00 0.00 0.12 0.00 0.00 Avail Cap(c_a), veh/h 558 0 900 602 0 903 1050 0 0 1080 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.00 0.98 0.97 0.00 0.97 0.99 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 24.0 0.0 22.2 29.5 0.0 26.4 5.7 0.0 0.0 5.6 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.1 0.0 0.3 0.3 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 1.9 0.4 0.0 1.6 0.9 0.0 0.0 0.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.2 0.0 22.7 29.6 0.0 26.7 6.0 0.0 0.0 5.9 0.0 0.0 LnGrp LOS C A C C A C A A A A A A
Approach Vol, veh/h 167 125 159 135
Approach Delay, s/veh 22.9 27.2 6.0 5.9
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 49.0 21.0 49.0 21.0
Change Period (Y+Rc), s 6.0 4.6 6.0 4.6
Max Green Setting (Gmax), s 25.0 34.4 25.0 34.4
Max Q Clear Time (g_c+I1), s 4.6 7.2 4.3 7.7
Green Ext Time (p_c), s 0.9 0.9 0.7 0.6
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
ATTACHMENT 3 - 37
HCM Signalized Intersection Capacity Analysis
3: San Fernando Rd & Palm Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 32 12 70 47 33 84
Future Volume (vph) 32 12 70 47 33 84
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.0 10.0 10.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.97 0.93 1.00
Flpb, ped/bikes 1.00 1.00 1.00 0.96
Frt 1.00 0.85 0.95 1.00
Flt Protected 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1711 1483 1580 1706
Flt Permitted 0.95 1.00 1.00 0.89
Satd. Flow (perm) 1711 1483 1580 1549
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 36 14 80 53 38 95
RTOR Reduction (vph) 0 12 20 0 0 0
Lane Group Flow (vph) 36 2 113 0 0 133
Confl. Peds. (#/hr) 3 84 84
Confl. Bikes (#/hr) 2 5
Turn Type Perm Perm NA Perm NA
Protected Phases 4 4
Permitted Phases 2 2 4
Actuated Green, G (s) 10.0 10.0 44.0 44.0
Effective Green, g (s) 10.0 10.0 44.0 44.0
Actuated g/C Ratio 0.14 0.14 0.63 0.63
Clearance Time (s) 6.0 6.0 10.0 10.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 244 211 993 973
v/s Ratio Prot 0.07
v/s Ratio Perm c0.02 0.00 c0.09
v/c Ratio 0.15 0.01 0.11 0.14
Uniform Delay, d1 26.3 25.7 5.2 5.3
Progression Factor 0.96 1.05 1.63 1.00
Incremental Delay, d2 0.3 0.0 0.2 0.3
Delay (s) 25.4 27.2 8.7 5.6
Level of Service C C A A
Approach Delay (s) 25.9 8.7 5.6
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 10.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.14
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 40.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
ATTACHMENT 3 - 38
HCM Signalized Intersection Capacity Analysis
4: San Fernando Rd & Magnolia Blvd 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 276 44 33 468 39 36
Future Volume (vph) 276 44 33 468 39 36
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.0 6.0 4.6
Lane Util. Factor 0.95 1.00 0.95 0.97
Frpb, ped/bikes 0.97 1.00 1.00 0.88
Flpb, ped/bikes 1.00 0.86 1.00 0.99
Frt 0.98 1.00 1.00 0.93
Flt Protected 1.00 0.95 1.00 0.97
Satd. Flow (prot) 3238 1465 3421 2752
Flt Permitted 1.00 0.55 1.00 0.97
Satd. Flow (perm) 3238 849 3421 2752
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 288 46 34 488 41 38
RTOR Reduction (vph) 4 0 0 0 35 0
Lane Group Flow (vph) 330 0 34 488 44 0
Confl. Peds. (#/hr) 74 74 6 94
Confl. Bikes (#/hr) 2 1
Turn Type NA Perm NA pm+pt
Protected Phases 6 3
Permitted Phases 2 6 8
Actuated Green, G (s) 86.1 86.1 86.1 8.4
Effective Green, g (s) 86.1 86.1 86.1 8.4
Actuated g/C Ratio 0.82 0.82 0.82 0.08
Clearance Time (s) 6.0 6.0 6.0 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2655 696 2805 220
v/s Ratio Prot c0.14 c0.02
v/s Ratio Perm 0.10 0.04 0.00
v/c Ratio 0.12 0.05 0.17 0.20
Uniform Delay, d1 1.9 1.8 2.0 45.2
Progression Factor 0.75 0.89 0.86 1.00
Incremental Delay, d2 0.1 0.1 0.1 0.4
Delay (s) 1.5 1.7 1.8 45.6
Level of Service A A A D
Approach Delay (s) 1.5 1.8 45.6
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 5.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.18
Actuated Cycle Length (s) 105.0 Sum of lost time (s) 10.6 Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
ATTACHMENT 3 - 39
HCM 6th Signalized Intersection Summary
5: 3rd St & Magnolia Blvd 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 188 47 20 407 80 22 129 47 68 197 74 Future Volume (veh/h) 76 188 47 20 407 80 22 129 47 68 197 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.93 0.96 0.92 0.97 0.93 0.94 0.91 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 82 202 40 22 438 77 24 139 29 73 212 14 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 565 1881 362 673 1657 288 191 361 75 258 331 255 Arrive On Green 0.09 1.00 1.00 0.56 0.56 0.56 0.02 0.24 0.24 0.18 0.18 0.18 Sat Flow, veh/h 1781 2929 564 1088 2980 518 1781 1480 309 1148 1870 1445 Grp Volume(v), veh/h 82 120 122 22 259 256 24 0 168 73 212 14 Grp Sat Flow(s),veh/h/ln 1781 1777 1716 1088 1777 1721 1781 0 1789 1148 1870 1445 Q Serve(g_s), s 1.9 0.0 0.0 1.0 8.0 8.1 1.1 0.0 8.2 6.0 11.1 0.8 Cycle Q Clear(g_c), s 1.9 0.0 0.0 1.0 8.0 8.1 1.1 0.0 8.2 7.2 11.1 0.8 Prop In Lane 1.00 0.33 1.00 0.30 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 565 1141 1102 673 988 957 191 0 436 258 331 255 V/C Ratio(X) 0.15 0.11 0.11 0.03 0.26 0.27 0.13 0.00 0.39 0.28 0.64 0.05 Avail Cap(c_a), veh/h 643 1141 1102 673 988 957 303 0 1005 552 809 625 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.00 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.2 0.0 0.0 10.6 12.1 12.2 33.2 0.0 33.2 39.1 40.1 35.9 Incr Delay (d2), s/veh 0.1 0.2 0.2 0.1 0.6 0.7 0.3 0.0 0.6 0.6 2.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.1 0.1 0.2 3.2 3.1 0.5 0.0 3.6 1.7 5.2 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.3 0.2 0.2 10.7 12.8 12.8 33.5 0.0 33.7 39.7 42.2 36.0 LnGrp LOS A A A B B B C A C D D D
Approach Vol, veh/h 324 537 192 299
Approach Delay, s/veh 2.2 12.7 33.7 41.3
Approach LOS A B C D
Timer - Assigned Phs 2 4 5 6 7 8
Phs Duration (G+Y+Rc), s 73.4 31.6 9.0 64.4 7.0 24.6
Change Period (Y+Rc), s 6.0 6.0 4.5 6.0 4.5 6.0
Max Green Setting (Gmax), s 34.0 59.0 9.1 20.4 9.1 45.4 Max Q Clear Time (g_c+I1), s 2.0 10.2 3.9 10.1 3.1 13.1 Green Ext Time (p_c), s 1.7 1.1 0.1 2.6 0.0 1.6
Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B
ATTACHMENT 3 - 40
HCM 6th Signalized Intersection Summary
7: 3rd St & Orange Grove Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 37 11 11 96 17 19 152 13 35 163 51 Future Volume (veh/h) 36 37 11 11 96 17 19 152 13 35 163 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.89 0.84 0.87 0.84 0.97 0.93 0.97 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 41 2 12 105 4 21 167 13 38 179 47 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 306 390 19 346 417 298 779 1031 80 760 855 224 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.61 0.61 0.61 1.00 1.00 1.00 Sat Flow, veh/h 1147 1751 85 1192 1870 1335 1116 1703 133 1167 1412 371 Grp Volume(v), veh/h 40 0 43 12 105 4 21 0 180 38 0 226 Grp Sat Flow(s),veh/h/ln 1147 0 1836 1192 1870 1335 1116 0 1835 1167 0 1782 Q Serve(g_s), s 2.1 0.0 1.3 0.6 3.2 0.2 0.5 0.0 3.0 0.2 0.0 0.0 Cycle Q Clear(g_c), s 5.3 0.0 1.3 1.9 3.2 0.2 0.5 0.0 3.0 3.2 0.0 0.0 Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.07 1.00 0.21
Lane Grp Cap(c), veh/h 306 0 409 346 417 298 779 0 1112 760 0 1080 V/C Ratio(X) 0.13 0.00 0.11 0.03 0.25 0.01 0.03 0.00 0.16 0.05 0.00 0.21 Avail Cap(c_a), veh/h 525 0 761 575 775 553 779 0 1112 760 0 1080 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) 0.90 0.00 0.90 1.00 1.00 1.00 0.97 0.00 0.97 0.99 0.00 0.99 Uniform Delay (d), s/veh 24.6 0.0 21.6 22.4 22.4 21.2 5.5 0.0 6.0 0.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.1 0.0 0.3 0.0 0.1 0.0 0.3 0.1 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.5 0.2 1.4 0.1 0.1 0.0 1.0 0.0 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.8 0.0 21.7 22.4 22.7 21.2 5.6 0.0 6.3 0.2 0.0 0.4 LnGrp LOS C A C C C C A A A A A A
Approach Vol, veh/h 83 121 201 264
Approach Delay, s/veh 23.2 22.6 6.3 0.4
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 48.4 21.6 48.4 21.6
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 29.0 29.0 29.0 29.0
Max Q Clear Time (g_c+I1), s 5.2 5.2 5.0 7.3
Green Ext Time (p_c), s 1.5 0.6 1.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 9.0
HCM 6th LOS A
ATTACHMENT 3 - 41
HCM 6th Signalized Intersection Summary
8: 3rd St & Olive Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 284 27 13 645 27 22 88 19 23 101 62 Future Volume (veh/h) 72 284 27 13 645 27 22 88 19 23 101 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.91 0.98 0.91 0.93 0.89 0.92 0.89 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 75 296 25 14 672 27 23 92 9 24 105 30 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 478 2068 173 653 2179 87 296 413 40 324 338 96 Arrive On Green 0.21 0.21 0.21 0.63 0.63 0.63 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 738 3291 275 1033 3467 139 1160 1655 162 1188 1354 387 Grp Volume(v), veh/h 75 158 163 14 344 355 23 0 101 24 0 135 Grp Sat Flow(s),veh/h/ln 738 1777 1789 1033 1777 1829 1160 0 1817 1188 0 1741 Q Serve(g_s), s 7.8 6.6 6.7 0.6 8.0 8.0 1.5 0.0 4.0 1.5 0.0 5.7 Cycle Q Clear(g_c), s 15.8 6.6 6.7 7.2 8.0 8.0 7.2 0.0 4.0 5.5 0.0 5.7 Prop In Lane 1.00 0.15 1.00 0.08 1.00 0.09 1.00 0.22
Lane Grp Cap(c), veh/h 478 1117 1125 653 1117 1150 296 0 453 324 0 434 V/C Ratio(X) 0.16 0.14 0.14 0.02 0.31 0.31 0.08 0.00 0.22 0.07 0.00 0.31 Avail Cap(c_a), veh/h 478 1117 1125 653 1117 1150 516 0 797 549 0 764 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 1.00 1.00 1.00 1.00 0.00 1.00 0.99 0.00 0.99 Uniform Delay (d), s/veh 22.9 15.8 15.9 9.1 7.7 7.7 30.4 0.0 26.9 29.0 0.0 27.5 Incr Delay (d2), s/veh 0.6 0.2 0.2 0.1 0.7 0.7 0.1 0.0 0.3 0.1 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 2.7 2.8 0.1 3.0 3.0 0.4 0.0 1.7 0.4 0.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.6 16.1 16.1 9.1 8.4 8.4 30.5 0.0 27.2 29.1 0.0 28.0 LnGrp LOS C B B A A A C A C C A C
Approach Vol, veh/h 396 713 124 159
Approach Delay, s/veh 17.5 8.4 27.8 28.1
Approach LOS B A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 62.6 27.4 62.6 27.4
Change Period (Y+Rc), s 6.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 39.5 39.5 39.5 39.5
Max Q Clear Time (g_c+I1), s 10.0 9.2 17.8 7.7
Green Ext Time (p_c), s 4.9 0.8 2.4 1.1
Intersection Summary
HCM 6th Ctrl Delay 15.0
HCM 6th LOS B
ATTACHMENT 3 - 42
HCM 6th Signalized Intersection Summary
9: 1st St & Magnolia Blvd 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 61 399 144 68 519 34 166 148 61 29 118 162 Future Volume (veh/h) 61 399 144 68 519 34 166 148 61 29 118 162 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.95 0.92 0.94 0.92 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 65 424 127 72 552 18 177 157 16 31 126 45 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 437 1178 349 472 1569 750 431 875 360 371 695 388 Arrive On Green 0.06 0.44 0.44 0.02 0.15 0.15 0.10 0.25 0.25 0.05 0.20 0.20 Sat Flow, veh/h 1781 2681 794 1781 3554 1535 1781 3554 1463 1781 3554 1456 Grp Volume(v), veh/h 65 279 272 72 552 18 177 157 16 31 126 45 Grp Sat Flow(s),veh/h/ln 1781 1777 1697 1781 1777 1535 1781 1777 1463 1781 1777 1456 Q Serve(g_s), s 2.0 11.0 11.2 2.2 14.7 1.0 8.0 3.7 0.9 1.4 3.1 2.5 Cycle Q Clear(g_c), s 2.0 11.0 11.2 2.2 14.7 1.0 8.0 3.7 0.9 1.4 3.1 2.5 Prop In Lane 1.00 0.47 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 437 781 746 472 1569 750 431 875 360 371 695 388 V/C Ratio(X) 0.15 0.36 0.36 0.15 0.35 0.02 0.41 0.18 0.04 0.08 0.18 0.12 Avail Cap(c_a), veh/h 556 781 746 556 1569 750 582 1151 474 494 826 441 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.5 19.6 19.6 14.7 31.3 21.5 27.8 31.2 30.1 30.8 35.2 29.6 Incr Delay (d2), s/veh 0.1 1.3 1.4 0.1 0.6 0.1 0.2 0.1 0.1 0.0 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 4.7 4.6 0.9 7.1 0.3 3.4 1.6 0.3 0.6 1.4 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.5 20.8 21.0 14.7 31.9 21.6 28.1 31.3 30.2 30.8 35.4 29.8 LnGrp LOS B C C B C C C C C C D C
Approach Vol, veh/h 616 642 350 202
Approach Delay, s/veh 20.3 29.7 29.6 33.4
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.6 52.2 9.4 31.9 11.4 52.4 14.7 26.5 Change Period (Y+Rc), s 4.6 6.0 4.6 6.0 4.6 6.0 4.6 6.0 Max Green Setting (Gmax), s 12.0 21.0 12.0 34.0 13.8 24.0 19.0 24.4 Max Q Clear Time (g_c+I1), s 4.2 13.2 3.4 5.7 4.0 16.7 10.0 5.1 Green Ext Time (p_c), s 0.0 2.3 0.0 1.2 0.0 2.4 0.2 1.0 Intersection Summary
HCM 6th Ctrl Delay 26.9
HCM 6th LOS C
ATTACHMENT 3 - 43
HCM 6th Signalized Intersection Summary
10: 1st St & Orange Grove Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 203 119 21 31 78 33 79 163 71 63 174 65 Future Volume (veh/h) 203 119 21 31 78 33 79 163 71 63 174 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.97 0.98 0.96 0.98 0.95 0.98 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 214 125 4 33 82 6 83 172 35 66 183 39 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 400 372 306 344 279 228 671 1577 665 685 1268 262 Arrive On Green 0.10 0.20 0.20 0.05 0.15 0.15 0.08 0.44 0.44 0.07 0.44 0.44 Sat Flow, veh/h 1781 1870 1539 1781 1870 1529 1781 3554 1500 1781 2898 600 Grp Volume(v), veh/h 214 125 4 33 82 6 83 172 35 66 110 112 Grp Sat Flow(s),veh/h/ln 1781 1870 1539 1781 1870 1529 1781 1777 1500 1781 1777 1721 Q Serve(g_s), s 9.0 5.2 0.2 1.4 3.5 0.3 2.1 2.5 1.2 1.7 3.3 3.5 Cycle Q Clear(g_c), s 9.0 5.2 0.2 1.4 3.5 0.3 2.1 2.5 1.2 1.7 3.3 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.35
Lane Grp Cap(c), veh/h 400 372 306 344 279 228 671 1577 665 685 778 753 V/C Ratio(X) 0.53 0.34 0.01 0.10 0.29 0.03 0.12 0.11 0.05 0.10 0.14 0.15 Avail Cap(c_a), veh/h 400 661 544 434 528 432 711 1577 665 735 778 753 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 0.95 0.95 0.95 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.4 30.9 28.9 29.4 34.1 32.7 11.2 14.6 14.3 11.3 15.2 15.2 Incr Delay (d2), s/veh 0.7 0.6 0.0 0.0 0.7 0.1 0.0 0.1 0.1 0.0 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 2.4 0.1 0.6 1.6 0.1 0.8 1.0 0.4 0.6 1.4 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.2 31.6 29.0 29.5 34.7 32.8 11.2 14.8 14.4 11.3 15.5 15.6 LnGrp LOS C C C C C C B B B B B B
Approach Vol, veh/h 343 121 290 288
Approach Delay, s/veh 29.4 33.2 13.7 14.6
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.1 45.9 9.1 23.9 11.6 45.4 13.6 19.4 Change Period (Y+Rc), s 4.6 6.0 4.6 6.0 4.6 6.0 4.6 6.0 Max Green Setting (Gmax), s 9.0 19.0 9.0 31.8 9.0 19.0 9.0 25.4 Max Q Clear Time (g_c+I1), s 3.7 4.5 3.4 7.2 4.1 5.5 11.0 5.5 Green Ext Time (p_c), s 0.0 0.9 0.0 0.8 0.0 1.0 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
ATTACHMENT 3 - 44
HCM 6th Signalized Intersection Summary
11: 1st St & Olive Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 91 297 51 27 796 85 227 137 52 58 109 78 Future Volume (veh/h) 91 297 51 27 796 85 227 137 52 58 109 78 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.95 0.98 0.95 0.97 0.95 0.97 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 93 303 41 28 812 26 232 140 22 59 111 28 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 190 894 119 333 940 397 682 1340 205 607 1380 583 Arrive On Green 0.05 0.29 0.29 0.03 0.26 0.26 0.09 0.44 0.44 0.05 0.39 0.39 Sat Flow, veh/h 1781 3126 417 1781 3554 1500 1781 3065 470 1781 3554 1502 Grp Volume(v), veh/h 93 170 174 28 812 26 232 80 82 59 111 28 Grp Sat Flow(s),veh/h/ln 1781 1777 1767 1781 1777 1500 1781 1777 1758 1781 1777 1502 Q Serve(g_s), s 4.1 8.3 8.6 1.2 24.0 1.4 8.2 2.9 3.0 2.1 2.2 1.3 Cycle Q Clear(g_c), s 4.1 8.3 8.6 1.2 24.0 1.4 8.2 2.9 3.0 2.1 2.2 1.3 Prop In Lane 1.00 0.24 1.00 1.00 1.00 0.27 1.00 1.00
Lane Grp Cap(c), veh/h 190 508 505 333 940 397 682 777 768 607 1380 583 V/C Ratio(X) 0.49 0.34 0.34 0.08 0.86 0.07 0.34 0.10 0.11 0.10 0.08 0.05 Avail Cap(c_a), veh/h 242 517 514 422 1034 436 740 777 768 752 1380 583 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 0.57 0.57 0.57 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 30.1 31.0 31.1 27.9 38.6 30.3 15.8 18.2 18.3 18.2 21.2 21.0 Incr Delay (d2), s/veh 1.4 0.5 0.5 0.0 4.4 0.0 0.2 0.3 0.3 0.0 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 3.6 3.7 0.5 10.9 0.5 3.3 1.3 1.3 0.9 0.9 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.5 31.5 31.6 27.9 43.0 30.3 16.1 18.5 18.6 18.3 21.4 21.1 LnGrp LOS C C C C D C B B B B C C
Approach Vol, veh/h 437 866 394 198
Approach Delay, s/veh 31.5 42.1 17.1 20.4
Approach LOS C D B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.0 54.1 10.8 35.1 15.4 48.7 8.4 37.4 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 14.0 33.0 9.0 32.0 14.0 33.0 9.0 32.0 Max Q Clear Time (g_c+I1), s 4.1 5.0 6.1 26.0 10.2 4.2 3.2 10.6 Green Ext Time (p_c), s 0.0 1.1 0.0 3.1 0.2 0.9 0.0 2.4 Intersection Summary
HCM 6th Ctrl Delay 32.2
HCM 6th LOS C
ATTACHMENT 3 - 45
HCM 6th Signalized Intersection Summary
1: San Fernando Rd & Olive Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 640 67 26 529 41 53 143 34 23 107 83 Future Volume (veh/h) 60 640 67 26 529 41 53 143 34 23 107 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.94 0.80 0.96 0.81 0.96 0.92 0.97 0.92 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 63 674 19 27 557 12 56 151 31 24 113 67 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 184 996 357 160 996 361 234 607 118 122 543 303 Arrive On Green 0.28 0.28 0.28 0.09 0.09 0.09 0.59 0.56 0.59 0.59 0.56 0.59 Sat Flow, veh/h 796 3554 1274 718 3554 1287 327 1075 210 137 962 538 Grp Volume(v), veh/h 63 674 19 27 557 12 238 0 0 204 0 0 Grp Sat Flow(s),veh/h/ln 796 1777 1274 718 1777 1287 1612 0 0 1637 0 0 Q Serve(g_s), s 6.7 15.2 1.0 3.3 13.5 0.8 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 20.2 15.2 1.0 18.5 13.5 0.8 5.8 0.0 0.0 5.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.24 0.13 0.12 0.33
Lane Grp Cap(c), veh/h 184 996 357 160 996 361 995 0 0 1005 0 0 V/C Ratio(X) 0.34 0.68 0.05 0.17 0.56 0.03 0.24 0.00 0.00 0.20 0.00 0.00 Avail Cap(c_a), veh/h 252 1303 467 222 1303 472 995 0 0 1005 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.79 0.79 0.79 0.98 0.98 0.98 1.00 0.00 0.00 0.95 0.00 0.00 Uniform Delay (d), s/veh 37.0 28.8 23.7 45.2 35.5 29.7 9.6 0.0 0.0 9.5 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.7 0.0 0.5 0.5 0.0 0.6 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 6.4 0.3 0.7 6.5 0.2 2.2 0.0 0.0 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.8 29.5 23.7 45.6 36.0 29.8 10.2 0.0 0.0 9.9 0.0 0.0 LnGrp LOS D C C D D C B A A A A A
Approach Vol, veh/h 756 596 238 204
Approach Delay, s/veh 30.0 36.3 10.2 9.9
Approach LOS C D B A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 58.8 31.2 58.8 31.2
Change Period (Y+Rc), s 6.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 45.0 34.0 45.0 34.0
Max Q Clear Time (g_c+I1), s 7.8 22.2 7.2 20.5
Green Ext Time (p_c), s 1.7 4.0 1.4 3.4
Intersection Summary
HCM 6th Ctrl Delay 27.2
HCM 6th LOS C
ATTACHMENT 3 - 46
HCM 6th Signalized Intersection Summary
2: San Fernando Rd & Orange Grove Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 159 46 45 185 36 47 157 62 35 135 96 Future Volume (veh/h) 45 159 46 45 185 36 47 157 62 35 135 96 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.87 0.89 0.95 0.74 0.96 0.85 0.94 0.85 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 52 183 30 52 213 26 54 180 63 40 155 94 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 223 386 63 269 394 48 194 616 202 148 538 303 Arrive On Green 0.25 0.25 0.25 0.08 0.08 0.08 0.60 0.60 0.60 0.20 0.20 0.20 Sat Flow, veh/h 996 1537 252 1109 1567 191 223 1031 337 150 901 507 Grp Volume(v), veh/h 52 0 213 52 0 239 297 0 0 289 0 0
Grp Sat Flow(s),veh/h/ln 996 0 1790 1109 0 1759 1591 0 0 1558 0 0 Q Serve(g_s), s 3.4 0.0 7.1 3.2 0.0 9.1 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 12.5 0.0 7.1 10.2 0.0 9.1 5.9 0.0 0.0 10.4 0.0 0.0 Prop In Lane 1.00 0.14 1.00 0.11 0.18 0.21 0.14 0.33
Lane Grp Cap(c), veh/h 223 0 450 269 0 442 1011 0 0 989 0 0 V/C Ratio(X) 0.23 0.00 0.47 0.19 0.00 0.54 0.29 0.00 0.00 0.29 0.00 0.00 Avail Cap(c_a), veh/h 462 0 879 536 0 864 1011 0 0 989 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 0.96 0.00 0.96 0.93 0.00 0.93 0.97 0.00 0.00 0.97 0.00 0.00 Uniform Delay (d), s/veh 28.5 0.0 22.3 32.2 0.0 28.2 6.9 0.0 0.0 15.5 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.7 0.3 0.0 1.0 0.7 0.0 0.0 0.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 2.9 0.9 0.0 4.2 2.0 0.0 0.0 4.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.1 0.0 23.0 32.5 0.0 29.2 7.6 0.0 0.0 16.2 0.0 0.0 LnGrp LOS C A C C A C A A A B A A
Approach Vol, veh/h 265 291 297 289
Approach Delay, s/veh 24.2 29.8 7.6 16.2
Approach LOS C C A B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 47.8 22.2 47.8 22.2
Change Period (Y+Rc), s 6.0 4.6 6.0 4.6
Max Green Setting (Gmax), s 25.0 34.4 25.0 34.4
Max Q Clear Time (g_c+I1), s 7.9 14.5 12.4 12.2
Green Ext Time (p_c), s 1.8 1.4 1.5 1.6
Intersection Summary
HCM 6th Ctrl Delay 19.3
HCM 6th LOS B
ATTACHMENT 3 - 47
HCM Signalized Intersection Capacity Analysis
3: San Fernando Rd & Palm Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 66 59 128 111 64 178
Future Volume (vph) 66 59 128 111 64 178
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.0 10.0 10.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.97 0.92 1.00
Flpb, ped/bikes 1.00 1.00 1.00 0.97
Frt 1.00 0.85 0.94 1.00
Flt Protected 0.95 1.00 1.00 0.99
Satd. Flow (prot) 1711 1485 1544 1724
Flt Permitted 0.95 1.00 1.00 0.84
Satd. Flow (perm) 1711 1485 1544 1464
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 75 67 145 126 73 202
RTOR Reduction (vph) 0 55 29 0 0 0
Lane Group Flow (vph) 75 12 242 0 0 275
Confl. Peds. (#/hr) 3 84 84
Confl. Bikes (#/hr) 2 5
Turn Type Perm Perm NA Perm NA
Protected Phases 4 4
Permitted Phases 2 2 4
Actuated Green, G (s) 12.8 12.8 41.2 41.2
Effective Green, g (s) 12.8 12.8 41.2 41.2
Actuated g/C Ratio 0.18 0.18 0.59 0.59
Clearance Time (s) 6.0 6.0 10.0 10.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 312 271 908 861
v/s Ratio Prot 0.16
v/s Ratio Perm c0.04 0.01 c0.19
v/c Ratio 0.24 0.05 0.27 0.32
Uniform Delay, d1 24.4 23.6 7.0 7.3
Progression Factor 1.36 2.21 1.39 1.00
Incremental Delay, d2 0.4 0.1 0.7 1.0
Delay (s) 33.5 52.2 10.5 8.3
Level of Service C D B A
Approach Delay (s) 42.3 10.5 8.3
Approach LOS D B A
Intersection Summary
HCM 2000 Control Delay 16.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.30
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
ATTACHMENT 3 - 48
HCM Signalized Intersection Capacity Analysis
4: San Fernando Rd & Magnolia Blvd 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 536 142 77 456 110 89
Future Volume (vph) 536 142 77 456 110 89
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.0 6.0 4.6
Lane Util. Factor 0.95 1.00 0.95 0.97
Frpb, ped/bikes 0.95 1.00 1.00 0.89
Flpb, ped/bikes 1.00 0.91 1.00 0.99
Frt 0.97 1.00 1.00 0.93
Flt Protected 1.00 0.95 1.00 0.97
Satd. Flow (prot) 3145 1563 3421 2788
Flt Permitted 1.00 0.39 1.00 0.97
Satd. Flow (perm) 3145 635 3421 2788
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97
Adj. Flow (vph) 553 146 79 470 113 92
RTOR Reduction (vph) 8 0 0 0 82 0
Lane Group Flow (vph) 691 0 79 470 123 0
Confl. Peds. (#/hr) 74 74 6 94
Confl. Bikes (#/hr) 2 1
Turn Type NA Perm NA pm+pt
Protected Phases 6 3
Permitted Phases 2 6 8
Actuated Green, G (s) 83.5 83.5 83.5 11.0
Effective Green, g (s) 83.5 83.5 83.5 11.0
Actuated g/C Ratio 0.80 0.80 0.80 0.10
Clearance Time (s) 6.0 6.0 6.0 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2501 504 2720 292
v/s Ratio Prot 0.14 c0.04
v/s Ratio Perm c0.22 0.12 0.00
v/c Ratio 0.28 0.16 0.17 0.42
Uniform Delay, d1 2.8 2.5 2.6 44.0
Progression Factor 1.03 1.63 1.50 1.00
Incremental Delay, d2 0.3 0.6 0.1 1.0
Delay (s) 3.2 4.8 4.0 45.0
Level of Service A A A D
Approach Delay (s) 3.2 4.1 45.0
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 9.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.29
Actuated Cycle Length (s) 105.0 Sum of lost time (s) 10.6 Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
ATTACHMENT 3 - 49
HCM 6th Signalized Intersection Summary
5: 3rd St & Magnolia Blvd 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 167 383 96 17 327 92 51 258 40 108 239 145 Future Volume (veh/h) 167 383 96 17 327 92 51 258 40 108 239 145 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.92 0.96 0.91 0.98 0.94 0.97 0.92 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 176 403 88 18 344 79 54 272 35 114 252 50 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 581 1703 367 492 1367 308 227 467 60 220 392 306 Arrive On Green 0.14 1.00 1.00 0.48 0.48 0.48 0.04 0.29 0.29 0.21 0.21 0.21 Sat Flow, veh/h 1781 2859 616 873 2822 635 1781 1611 207 1037 1870 1464 Grp Volume(v), veh/h 176 248 243 18 214 209 54 0 307 114 252 50 Grp Sat Flow(s),veh/h/ln 1781 1777 1698 873 1777 1680 1781 0 1818 1037 1870 1464 Q Serve(g_s), s 5.1 0.0 0.0 1.1 7.4 7.7 2.4 0.0 15.1 11.1 12.9 2.9 Cycle Q Clear(g_c), s 5.1 0.0 0.0 1.1 7.4 7.7 2.4 0.0 15.1 17.8 12.9 2.9 Prop In Lane 1.00 0.36 1.00 0.38 1.00 0.11 1.00 1.00
Lane Grp Cap(c), veh/h 581 1059 1011 492 861 814 227 0 527 220 392 306 V/C Ratio(X) 0.30 0.23 0.24 0.04 0.25 0.26 0.24 0.00 0.58 0.52 0.64 0.16 Avail Cap(c_a), veh/h 614 1059 1011 492 861 814 314 0 1022 451 809 633 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.97 1.00 1.00 1.00 0.98 0.00 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.4 0.0 0.0 14.2 15.9 15.9 30.3 0.0 31.8 43.0 37.9 34.0 Incr Delay (d2), s/veh 0.3 0.5 0.5 0.1 0.7 0.8 0.5 0.0 1.0 1.9 1.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.1 0.2 0.2 3.1 3.0 1.1 0.0 6.7 2.9 6.1 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.7 0.5 0.5 14.4 16.5 16.7 30.8 0.0 32.8 44.9 39.7 34.2 LnGrp LOS B A A B B B C A C D D C
Approach Vol, veh/h 667 441 361 416
Approach Delay, s/veh 3.2 16.5 32.5 40.5
Approach LOS A B C D
Timer - Assigned Phs 2 4 5 6 7 8
Phs Duration (G+Y+Rc), s 68.6 36.4 11.7 56.9 8.5 28.0
Change Period (Y+Rc), s 6.0 6.0 4.5 6.0 4.5 6.0
Max Green Setting (Gmax), s 34.0 59.0 9.1 20.4 9.1 45.4 Max Q Clear Time (g_c+I1), s 2.0 17.1 7.1 9.7 4.4 19.8
Green Ext Time (p_c), s 3.8 2.1 0.1 2.2 0.0 2.2
Intersection Summary
HCM 6th Ctrl Delay 20.2
HCM 6th LOS C
ATTACHMENT 3 - 50
HCM 6th Signalized Intersection Summary
6: 3rd St & Palm Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 47 62 30 44 66 49 255 24 29 267 67 Future Volume (veh/h) 36 47 62 30 44 66 49 255 24 29 267 67 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.91 0.89 0.91 0.89 0.99 0.95 0.98 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 37 48 10 31 45 11 51 263 23 30 275 63 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 168 196 34 156 202 42 651 1047 92 766 903 207 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 1.00 1.00 1.00 0.62 0.62 0.62 Sat Flow, veh/h 465 943 166 414 975 201 1028 1686 147 1068 1455 333 Grp Volume(v), veh/h 95 0 0 87 0 0 51 0 286 30 0 338
Grp Sat Flow(s),veh/h/ln 1574 0 0 1589 0 0 1028 0 1834 1068 0 1788 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.8 0.0 6.2 Cycle Q Clear(g_c), s 3.1 0.0 0.0 2.8 0.0 0.0 6.7 0.0 0.0 0.8 0.0 6.2 Prop In Lane 0.39 0.11 0.36 0.13 1.00 0.08 1.00 0.19
Lane Grp Cap(c), veh/h 398 0 0 400 0 0 651 0 1139 766 0 1110 V/C Ratio(X) 0.24 0.00 0.00 0.22 0.00 0.00 0.08 0.00 0.25 0.04 0.00 0.30 Avail Cap(c_a), veh/h 711 0 0 715 0 0 651 0 1139 766 0 1110 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.98 0.00 0.98 0.74 0.00 0.74 Uniform Delay (d), s/veh 23.2 0.0 0.0 23.1 0.0 0.0 0.5 0.0 0.0 5.2 0.0 6.2 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.3 0.0 0.0 0.2 0.0 0.5 0.1 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.2 0.2 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.5 0.0 0.0 23.4 0.0 0.0 0.7 0.0 0.5 5.2 0.0 6.7 LnGrp LOS C A A C A A A A A A A A
Approach Vol, veh/h 95 87 337 368
Approach Delay, s/veh 23.5 23.4 0.5 6.6
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 49.5 20.5 49.5 20.5
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 29.0 29.0 29.0 29.0
Max Q Clear Time (g_c+I1), s 8.2 4.8 8.7 5.1
Green Ext Time (p_c), s 2.2 0.4 1.9 0.5
Intersection Summary
HCM 6th Ctrl Delay 7.8
HCM 6th LOS A
ATTACHMENT 3 - 51
HCM 6th Signalized Intersection Summary
7: 3rd St & Orange Grove Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 138 50 22 159 24 39 230 11 33 245 107 Future Volume (veh/h) 53 138 50 22 159 24 39 230 11 33 245 107 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.91 0.85 0.92 0.85 0.97 0.93 0.97 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 55 144 27 23 166 5 41 240 11 34 255 97 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 275 342 64 256 432 310 700 1057 48 691 760 289 Arrive On Green 0.08 0.08 0.08 0.23 0.23 0.23 0.60 0.60 0.60 1.00 1.00 1.00 Sat Flow, veh/h 1106 1482 278 1111 1870 1342 1000 1768 81 1099 1272 484 Grp Volume(v), veh/h 55 0 171 23 166 5 41 0 251 34 0 352 Grp Sat Flow(s),veh/h/ln 1106 0 1760 1111 1870 1342 1000 0 1849 1099 0 1755 Q Serve(g_s), s 3.4 0.0 6.5 1.3 5.2 0.2 1.2 0.0 4.4 0.2 0.0 0.0 Cycle Q Clear(g_c), s 8.6 0.0 6.5 7.8 5.2 0.2 1.2 0.0 4.4 4.7 0.0 0.0 Prop In Lane 1.00 0.16 1.00 1.00 1.00 0.04 1.00 0.28
Lane Grp Cap(c), veh/h 275 0 406 256 432 310 700 0 1105 691 0 1049 V/C Ratio(X) 0.20 0.00 0.42 0.09 0.38 0.02 0.06 0.00 0.23 0.05 0.00 0.34 Avail Cap(c_a), veh/h 478 0 729 460 775 556 700 0 1105 691 0 1049 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.78 0.00 0.78 1.00 1.00 1.00 0.96 0.00 0.96 0.97 0.00 0.97 Uniform Delay (d), s/veh 31.4 0.0 27.9 26.6 22.7 20.8 5.9 0.0 6.6 0.2 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.5 0.1 0.6 0.0 0.2 0.0 0.5 0.1 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 2.9 0.3 2.3 0.1 0.2 0.0 1.6 0.0 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.7 0.0 28.4 26.7 23.3 20.8 6.1 0.0 7.0 0.4 0.0 0.8 LnGrp LOS C A C C C C A A A A A A
Approach Vol, veh/h 226 194 292 386
Approach Delay, s/veh 29.2 23.6 6.9 0.8
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 47.8 22.2 47.8 22.2
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 29.0 29.0 29.0 29.0
Max Q Clear Time (g_c+I1), s 6.7 9.8 6.4 10.6
Green Ext Time (p_c), s 2.4 0.9 1.6 1.1
Intersection Summary
HCM 6th Ctrl Delay 12.3
HCM 6th LOS B
ATTACHMENT 3 - 52
HCM 6th Signalized Intersection Summary
8: 3rd St & Olive Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 535 38 19 434 27 34 141 13 32 199 100 Future Volume (veh/h) 105 535 38 19 434 27 34 141 13 32 199 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.91 0.99 0.91 0.95 0.89 0.93 0.89 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 108 552 36 20 447 26 35 145 9 33 205 76 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 583 2077 135 474 2095 121 201 450 28 301 326 121 Arrive On Green 0.20 0.20 0.20 0.62 0.62 0.62 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 900 3364 219 822 3393 196 1045 1728 107 1147 1254 465 Grp Volume(v), veh/h 108 291 297 20 233 240 35 0 154 33 0 281 Grp Sat Flow(s),veh/h/ln 900 1777 1806 822 1777 1812 1045 0 1835 1147 0 1719 Q Serve(g_s), s 9.2 12.4 12.5 1.2 5.2 5.3 2.8 0.0 6.1 2.2 0.0 13.0 Cycle Q Clear(g_c), s 14.4 12.4 12.5 13.6 5.2 5.3 15.8 0.0 6.1 8.2 0.0 13.0 Prop In Lane 1.00 0.12 1.00 0.11 1.00 0.06 1.00 0.27
Lane Grp Cap(c), veh/h 583 1097 1115 474 1097 1119 201 0 478 301 0 447 V/C Ratio(X) 0.19 0.27 0.27 0.04 0.21 0.21 0.17 0.00 0.32 0.11 0.00 0.63 Avail Cap(c_a), veh/h 583 1097 1115 474 1097 1119 388 0 806 506 0 754 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 1.00 0.00 1.00 0.95 0.00 0.95 Uniform Delay (d), s/veh 21.7 18.6 18.7 12.5 7.6 7.6 36.4 0.0 26.9 30.2 0.0 29.4 Incr Delay (d2), s/veh 0.4 0.4 0.4 0.2 0.4 0.4 0.5 0.0 0.5 0.2 0.0 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 5.9 6.1 0.2 1.9 2.0 0.7 0.0 2.7 0.6 0.0 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.1 19.0 19.0 12.7 8.0 8.0 36.9 0.0 27.3 30.4 0.0 31.1 LnGrp LOS C B B B A A D A C C A C
Approach Vol, veh/h 696 493 189 314
Approach Delay, s/veh 19.5 8.2 29.1 31.0
Approach LOS B A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 61.6 28.4 61.6 28.4
Change Period (Y+Rc), s 6.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 39.5 39.5 39.5 39.5
Max Q Clear Time (g_c+I1), s 15.6 17.8 16.4 15.0
Green Ext Time (p_c), s 3.0 1.1 4.4 2.3
Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
ATTACHMENT 3 - 53
HCM 6th Signalized Intersection Summary
9: 1st St & Magnolia Blvd 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 208 484 221 82 399 81 231 280 99 86 268 219 Future Volume (veh/h) 208 484 221 82 399 81 231 280 99 86 268 219 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.97 1.00 0.97 0.96 0.92 0.95 0.92 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 214 499 190 85 411 39 238 289 25 89 276 79 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 495 1020 386 388 1377 705 415 885 365 379 699 431 Arrive On Green 0.09 0.41 0.41 0.02 0.13 0.13 0.12 0.25 0.25 0.07 0.20 0.20 Sat Flow, veh/h 1781 2496 944 1781 3554 1531 1781 3554 1464 1781 3554 1457 Grp Volume(v), veh/h 214 354 335 85 411 39 238 289 25 89 276 79 Grp Sat Flow(s),veh/h/ln 1781 1777 1663 1781 1777 1531 1781 1777 1464 1781 1777 1457 Q Serve(g_s), s 7.5 15.5 15.6 2.9 11.0 2.1 10.7 7.0 1.4 4.0 7.1 4.3 Cycle Q Clear(g_c), s 7.5 15.5 15.6 2.9 11.0 2.1 10.7 7.0 1.4 4.0 7.1 4.3 Prop In Lane 1.00 0.57 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 495 726 680 388 1377 705 415 885 365 379 699 431 V/C Ratio(X) 0.43 0.49 0.49 0.22 0.30 0.06 0.57 0.33 0.07 0.23 0.39 0.18 Avail Cap(c_a), veh/h 567 726 680 467 1377 705 519 1151 474 457 826 483 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.0 22.9 23.0 18.1 32.9 22.8 27.0 32.2 30.1 29.7 36.7 28.1 Incr Delay (d2), s/veh 0.2 2.3 2.5 0.1 0.5 0.1 0.5 0.3 0.1 0.1 0.4 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 6.7 6.4 1.2 5.3 0.8 4.5 3.0 0.5 1.7 3.1 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.2 25.3 25.5 18.2 33.4 22.9 27.5 32.5 30.2 29.8 37.2 28.4 LnGrp LOS B C C B C C C C C C D C
Approach Vol, veh/h 903 535 552 444
Approach Delay, s/veh 23.4 30.2 30.2 34.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.9 48.9 12.0 32.1 14.2 46.7 17.5 26.7 Change Period (Y+Rc), s 4.6 6.0 4.6 6.0 4.6 6.0 4.6 6.0 Max Green Setting (Gmax), s 12.0 21.0 12.0 34.0 13.8 24.0 19.0 24.4 Max Q Clear Time (g_c+I1), s 4.9 17.6 6.0 9.0 9.5 13.0 12.7 9.1 Green Ext Time (p_c), s 0.0 1.5 0.0 2.4 0.1 2.4 0.2 2.1 Intersection Summary
HCM 6th Ctrl Delay 28.4
HCM 6th LOS C
ATTACHMENT 3 - 54
HCM 6th Signalized Intersection Summary
10: 1st St & Orange Grove Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 165 150 32 107 174 121 173 334 140 116 298 130 Future Volume (veh/h) 165 150 32 107 174 121 173 334 140 116 298 130 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.96 0.99 0.95 0.99 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 168 153 6 109 178 22 177 341 69 118 304 104 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 306 327 268 313 278 227 601 1766 748 619 1263 421 Arrive On Green 0.10 0.17 0.17 0.07 0.15 0.15 0.07 0.50 0.50 0.07 0.49 0.49 Sat Flow, veh/h 1781 1870 1535 1781 1870 1529 1781 3554 1506 1781 2578 859 Grp Volume(v), veh/h 168 153 6 109 178 22 177 341 69 118 207 201 Grp Sat Flow(s),veh/h/ln 1781 1870 1535 1781 1870 1529 1781 1777 1506 1781 1777 1660 Q Serve(g_s), s 8.6 8.1 0.4 5.6 9.9 1.4 5.3 5.9 2.7 3.4 7.4 7.7 Cycle Q Clear(g_c), s 8.6 8.1 0.4 5.6 9.9 1.4 5.3 5.9 2.7 3.4 7.4 7.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.52
Lane Grp Cap(c), veh/h 306 327 268 313 278 227 601 1766 748 619 871 813 V/C Ratio(X) 0.55 0.47 0.02 0.35 0.64 0.10 0.29 0.19 0.09 0.19 0.24 0.25 Avail Cap(c_a), veh/h 332 772 633 385 772 631 669 1766 748 701 871 813 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 0.73 0.73 0.73 0.88 0.88 0.88 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.9 40.8 37.6 35.9 44.1 40.4 12.0 15.4 14.6 11.5 16.2 16.3 Incr Delay (d2), s/veh 0.7 1.3 0.0 0.2 2.2 0.2 0.1 0.2 0.2 0.1 0.6 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 3.8 0.1 2.4 4.7 0.5 2.1 2.4 0.9 1.3 3.1 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.6 42.0 37.6 36.1 46.2 40.6 12.1 15.6 14.8 11.6 16.8 17.0 LnGrp LOS D D D D D D B B B B B B
Approach Vol, veh/h 327 309 587 526
Approach Delay, s/veh 38.6 42.2 14.5 15.7
Approach LOS D D B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.8 60.7 12.3 25.2 12.6 59.9 15.2 22.3 Change Period (Y+Rc), s 4.0 6.0 4.6 6.0 4.6 6.0 4.6 6.0 Max Green Setting (Gmax), s 12.8 19.0 12.2 45.4 12.2 19.0 12.2 45.4 Max Q Clear Time (g_c+I1), s 5.4 7.9 7.6 10.1 7.3 9.7 10.6 11.9 Green Ext Time (p_c), s 0.1 1.8 0.0 1.1 0.1 1.7 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 24.3
HCM 6th LOS C
ATTACHMENT 3 - 55
HCM 6th Signalized Intersection Summary
11: 1st St & Olive Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 178 249 59 51 258 114 54 555 137 287 636 161 Future Volume (veh/h) 178 249 59 51 258 114 54 555 137 287 636 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.93 0.96 0.92 0.99 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 185 259 44 53 269 18 56 578 131 299 662 117 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 333 673 112 279 577 237 416 1379 311 465 1877 802 Arrive On Green 0.10 0.22 0.22 0.04 0.16 0.16 0.04 0.48 0.48 0.08 0.53 0.53 Sat Flow, veh/h 1781 3013 502 1781 3554 1459 1781 2852 644 1781 3554 1519 Grp Volume(v), veh/h 185 151 152 53 269 18 56 359 350 299 662 117 Grp Sat Flow(s),veh/h/ln 1781 1777 1738 1781 1777 1459 1781 1777 1719 1781 1777 1519 Q Serve(g_s), s 10.9 9.4 9.7 3.2 8.9 1.4 2.0 17.0 17.1 10.9 14.0 5.1 Cycle Q Clear(g_c), s 10.9 9.4 9.7 3.2 8.9 1.4 2.0 17.0 17.1 10.9 14.0 5.1 Prop In Lane 1.00 0.29 1.00 1.00 1.00 0.37 1.00 1.00
Lane Grp Cap(c), veh/h 333 397 388 279 577 237 416 859 831 465 1877 802 V/C Ratio(X) 0.56 0.38 0.39 0.19 0.47 0.08 0.13 0.42 0.42 0.64 0.35 0.15 Avail Cap(c_a), veh/h 401 519 508 455 1039 426 495 859 831 465 1877 802 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 0.77 0.77 0.77 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 38.4 42.9 43.0 42.7 49.3 46.2 15.5 21.7 21.8 15.9 17.8 15.7 Incr Delay (d2), s/veh 1.1 0.7 0.8 0.1 0.5 0.1 0.1 1.5 1.6 2.3 0.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 4.2 4.3 1.4 4.0 0.5 0.8 7.5 7.3 4.6 5.9 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.4 43.6 43.8 42.8 49.9 46.3 15.6 23.2 23.3 18.2 18.3 16.0 LnGrp LOS D D D D D D B C C B B B
Approach Vol, veh/h 488 340 765 1078
Approach Delay, s/veh 42.1 48.6 22.7 18.0
Approach LOS D D C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.0 68.9 18.0 27.1 10.2 74.7 10.1 35.0 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 11.0 41.0 18.0 38.0 11.0 41.0 18.0 38.0 Max Q Clear Time (g_c+I1), s 12.9 19.1 12.9 10.9 4.0 16.0 5.2 11.7 Green Ext Time (p_c), s 0.0 5.5 0.2 2.2 0.0 6.3 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 27.6
HCM 6th LOS C
ATTACHMENT 3 - 56
HCM 6th Signalized Intersection Summary
1: San Fernando Rd & Olive Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 380 48 20 674 26 33 78 29 0 0 0 Future Volume (veh/h) 35 380 48 20 674 26 33 78 29 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.92 0.97 0.91 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 37 400 24 21 709 24 35 82 22
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 140 990 404 255 990 403 255 597 160
Arrive On Green 0.28 0.28 0.28 0.09 0.09 0.09 0.59 0.57 0.59 Sat Flow, veh/h 713 3554 1451 934 3554 1447 450 1055 283 Grp Volume(v), veh/h 37 400 24 21 709 24 139 0 0
Grp Sat Flow(s),veh/h/ln 713 1777 1451 934 1777 1447 1789 0 0 Q Serve(g_s), s 4.5 8.2 1.1 1.9 17.5 1.4 3.2 0.0 0.0
Cycle Q Clear(g_c), s 22.0 8.2 1.1 10.1 17.5 1.4 3.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.25 0.16
Lane Grp Cap(c), veh/h 140 990 404 255 990 403 1012 0 0 V/C Ratio(X) 0.26 0.40 0.06 0.08 0.72 0.06 0.14 0.00 0.00 Avail Cap(c_a), veh/h 203 1303 532 337 1303 531 1012 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 0.95 0.95 0.95 1.00 0.00 0.00 Uniform Delay (d), s/veh 39.8 26.4 23.8 38.0 37.4 30.1 9.0 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.2 0.1 0.1 1.2 0.1 0.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 3.4 0.4 0.5 8.4 0.5 1.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.7 26.6 23.9 38.1 38.6 30.2 9.3 0.0 0.0 LnGrp LOS D C C D D C A
Approach Vol, veh/h 461 754 139
Approach Delay, s/veh 27.6 38.3 9.3
Approach LOS C D A
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 58.9 31.1 31.1
Change Period (Y+Rc), s 6.0 5.0 5.0
Max Green Setting (Gmax), s 45.0 34.0 34.0
Max Q Clear Time (g_c+I1), s 5.2 24.0 19.5
Green Ext Time (p_c), s 0.9 2.1 4.4
Intersection Summary
HCM 6th Ctrl Delay, s/veh 31.7
HCM 6th LOS C
ATTACHMENT 3 - 57
HCM 6th Signalized Intersection Summary
2: San Fernando Rd & Orange Grove Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 113 0 0 112 33 23 89 25 0 0 0 Future Volume (veh/h) 46 113 0 0 112 33 23 89 25 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 0.96 1.00 0.96
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1945 1870 1870 1870 1870 Adj Flow Rate, veh/h 48 118 0 0 117 24 24 93 23
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 231 333 0 0 277 57 205 796 197
Arrive On Green 0.18 0.18 0.00 0.00 0.06 0.06 0.67 0.67 0.67 Sat Flow, veh/h 1211 1870 0 0 1552 318 306 1187 294
Grp Volume(v), veh/h 48 118 0 0 0 141 140 0 0
Grp Sat Flow(s),veh/h/ln 1211 1870 0 0 0 1870 1787 0 0
Q Serve(g_s), s 2.6 3.9 0.0 0.0 0.0 5.1 2.0 0.0 0.0
Cycle Q Clear(g_c), s 7.7 3.9 0.0 0.0 0.0 5.1 2.0 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.17 0.17 0.16
Lane Grp Cap(c), veh/h 231 333 0 0 0 333 1198 0 0
V/C Ratio(X) 0.21 0.35 0.00 0.00 0.00 0.42 0.12 0.00 0.00 Avail Cap(c_a), veh/h 610 919 0 0 0 919 1198 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.00 0.00 0.00 0.95 0.99 0.00 0.00 Uniform Delay (d), s/veh 29.2 25.2 0.0 0.0 0.0 29.5 4.1 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.6 0.0 0.0 0.0 0.8 0.2 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 1.7 0.0 0.0 0.0 2.4 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 29.6 25.8 0.0 0.0 0.0 30.3 4.3 0.0 0.0 LnGrp LOS C C C A
Approach Vol, veh/h 166 141 140
Approach Delay, s/veh 26.9 30.3 4.3
Approach LOS C C A
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 52.9 17.1 17.1
Change Period (Y+Rc), s 6.0 4.6 4.6
Max Green Setting (Gmax), s 25.0 34.4 34.4
Max Q Clear Time (g_c+I1), s 4.0 9.7 7.1
Green Ext Time (p_c), s 0.7 0.8 0.8
Intersection Summary
HCM 6th Ctrl Delay, s/veh 20.9
HCM 6th LOS C
ATTACHMENT 3 - 58
HCM Signalized Intersection Capacity Analysis
3: San Fernando Rd & Palm Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 71 111 70 0 0
Future Volume (vph) 0 71 111 70 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width 11 16 12 12 11 12
Total Lost time (s) 6.0 10.0
Lane Util. Factor 1.00 1.00
Frpb, ped/bikes 0.85 0.90
Flpb, ped/bikes 1.00 1.00
Frt 0.87 0.95
Flt Protected 1.00 1.00
Satd. Flow (prot) 1546 1595
Flt Permitted 1.00 1.00
Satd. Flow (perm) 1546 1595
Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84
Adj. Flow (vph) 0 85 132 83 0 0
RTOR Reduction (vph) 0 69 21 0 0 0
Lane Group Flow (vph) 0 16 194 0 0 0
Confl. Peds. (#/hr) 32 70 121 121
Turn Type Perm NA
Protected Phases 4
Permitted Phases 2
Actuated Green, G (s) 12.8 41.2
Effective Green, g (s) 12.8 41.2
Actuated g/C Ratio 0.18 0.59
Clearance Time (s) 6.0 10.0
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 282 938
v/s Ratio Prot c0.12
v/s Ratio Perm c0.01
v/c Ratio 0.06 0.21
Uniform Delay, d1 23.6 6.7
Progression Factor 1.00 0.96
Incremental Delay, d2 0.1 0.5
Delay (s) 23.7 7.0
Level of Service C A
Approach Delay (s/veh) 23.7 7.0 0.0
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay (s/veh) 11.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.17
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
ATTACHMENT 3 - 59
HCM Signalized Intersection Capacity Analysis
4: San Fernando Rd & Magnolia Blvd 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 353 0 0 480 86 77
Future Volume (vph) 353 0 0 480 86 77
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width 11 11 11 11 10 13
Total Lost time (s) 6.0 6.0 4.6 4.6
Lane Util. Factor 0.95 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.91
Flpb, ped/bikes 1.00 1.00 0.98 1.00
Frt 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3421 3421 1619 1491
Flt Permitted 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3421 3421 1619 1491
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 392 0 0 533 96 86
RTOR Reduction (vph) 0 0 0 0 0 76
Lane Group Flow (vph) 392 0 0 533 96 10
Confl. Peds. (#/hr) 24 24 14 30
Turn Type NA NA pm+pt Perm
Protected Phases 6 3
Permitted Phases 2 8 3
Actuated Green, G (s) 82.3 82.3 12.2 12.1
Effective Green, g (s) 82.3 82.3 12.2 12.1
Actuated g/C Ratio 0.78 0.78 0.12 0.12
Clearance Time (s) 6.0 6.0 4.6 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2681 2681 188 171
v/s Ratio Prot c0.16 c0.06
v/s Ratio Perm 0.11 0.00 0.01
v/c Ratio 0.15 0.20 0.51 0.06
Uniform Delay, d1 2.8 2.9 43.5 41.4
Progression Factor 0.78 2.19 1.00 1.00
Incremental Delay, d2 0.1 0.2 2.3 0.1
Delay (s) 2.3 6.5 45.9 41.5
Level of Service A A D D
Approach Delay (s/veh) 2.3 6.5 43.8
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay (s/veh) 11.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 105.0 Sum of lost time (s) 10.6 Intersection Capacity Utilization 30.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
ATTACHMENT 3 - 60
HCM 6th Signalized Intersection Summary
5: 3rd St & Magnolia Blvd 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 96 241 89 27 407 93 18 160 39 89 248 56 Future Volume (veh/h) 96 241 89 27 407 93 18 160 39 89 248 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 0.99 0.96 0.99 0.97 0.97 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 113 284 93 32 479 100 21 188 22 105 292 -6 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 526 1661 531 607 1575 326 151 417 49 249 356 302 Arrive On Green 0.09 1.00 1.00 0.54 0.54 0.54 0.02 0.25 0.25 0.19 0.19 0.00 Sat Flow, veh/h 1781 2634 843 993 2905 602 1781 1638 192 1141 1870 1585 Grp Volume(v), veh/h 113 189 188 32 292 287 21 0 210 105 292 -6 Grp Sat Flow(s),veh/h/ln 1781 1777 1699 993 1777 1730 1781 0 1829 1141 1870 1585 Q Serve(g_s), s 2.9 0.0 0.0 1.6 9.4 9.6 1.0 0.0 10.1 9.0 15.7 0.0 Cycle Q Clear(g_c), s 2.9 0.0 0.0 1.6 9.4 9.6 1.0 0.0 10.1 12.3 15.7 0.0 Prop In Lane 1.00 0.50 1.00 0.35 1.00 0.10 1.00 1.00
Lane Grp Cap(c), veh/h 526 1121 1072 607 963 938 151 0 466 249 356 302 V/C Ratio(X) 0.21 0.17 0.17 0.05 0.30 0.31 0.14 0.00 0.45 0.42 0.82 -0.02 Avail Cap(c_a), veh/h 598 1121 1072 607 963 938 267 0 1028 526 809 685 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.00 0.99 1.00 1.00 0.00 Uniform Delay (d), s/veh 9.0 0.0 0.0 11.4 13.2 13.2 32.9 0.0 32.9 41.0 40.8 0.0 Incr Delay (d2), s/veh 0.2 0.3 0.4 0.2 0.8 0.8 0.4 0.0 0.7 1.1 4.7 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 1.0 0.1 0.1 0.4 3.8 3.7 0.4 0.0 4.6 2.6 7.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 9.2 0.3 0.4 11.5 14.0 14.0 33.3 0.0 33.6 42.1 45.5 0.0 LnGrp LOS A A A B B B C C D D
Approach Vol, veh/h 490 611 231 391
Approach Delay, s/veh 2.4 13.9 33.6 45.3
Approach LOS A B C D
Timer - Assigned Phs 2 4 5 6 7 8
Phs Duration (G+Y+Rc), s 72.2 32.8 9.3 62.9 6.8 26.0
Change Period (Y+Rc), s 6.0 6.0 4.5 6.0 4.5 6.0
Max Green Setting (Gmax), s 34.0 59.0 9.1 20.4 9.1 45.4 Max Q Clear Time (g_c+I1), s 2.0 12.1 4.9 11.6 3.0 17.7 Green Ext Time (p_c), s 2.8 1.3 0.1 2.8 0.0 2.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 20.4
HCM 6th LOS C
ATTACHMENT 3 - 61
HCM 6th Signalized Intersection Summary
6: 3rd St & Palm Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 17 71 8 34 20 15 184 11 45 239 82 Future Volume (veh/h) 16 17 71 8 34 20 15 184 11 45 239 82 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.97 0.98 0.97 1.00 0.97 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 22 53 10 43 15 19 233 8 57 303 100 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 91 83 141 76 197 61 664 1203 41 860 899 297
Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 1.00 1.00 1.00 0.67 0.67 0.67 Sat Flow, veh/h 181 525 892 110 1245 383 978 1795 62 1129 1342 443 Grp Volume(v), veh/h 95 0 0 68 0 0 19 0 241 57 0 403
Grp Sat Flow(s),veh/h/ln 1598 0 0 1738 0 0 978 0 1857 1129 0 1784 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 1.2 0.0 6.7 Cycle Q Clear(g_c), s 3.6 0.0 0.0 2.3 0.0 0.0 6.9 0.0 0.0 1.2 0.0 6.7 Prop In Lane 0.21 0.56 0.15 0.22 1.00 0.03 1.00 0.25
Lane Grp Cap(c), veh/h 316 0 0 334 0 0 664 0 1244 860 0 1196 V/C Ratio(X) 0.30 0.00 0.00 0.20 0.00 0.00 0.03 0.00 0.19 0.07 0.00 0.34 Avail Cap(c_a), veh/h 710 0 0 764 0 0 664 0 1244 860 0 1196 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.99 0.00 0.99 0.69 0.00 0.69 Uniform Delay (d), s/veh 26.3 0.0 0.0 25.8 0.0 0.0 0.5 0.0 0.0 4.0 0.0 4.9 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.3 0.0 0.0 0.1 0.0 0.3 0.1 0.0 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.1 0.2 0.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.8 0.0 0.0 26.1 0.0 0.0 0.6 0.0 0.3 4.1 0.0 5.4 LnGrp LOS C C A A A A
Approach Vol, veh/h 95 68 260 460
Approach Delay, s/veh 26.8 26.1 0.4 5.3
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 52.9 17.1 52.9 17.1
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 29.0 29.0 29.0 29.0
Max Q Clear Time (g_c+I1), s 8.7 4.3 8.9 5.6
Green Ext Time (p_c), s 2.7 0.3 1.4 0.5
Intersection Summary
HCM 6th Ctrl Delay, s/veh 7.8
HCM 6th LOS A
ATTACHMENT 3 - 62
HCM 6th Signalized Intersection Summary
7: 3rd St & Orange Grove Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 57 16 10 109 11 22 159 8 40 217 72 Future Volume (veh/h) 40 57 16 10 109 11 22 159 8 40 217 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.95 0.93 0.94 1.00 0.99 0.96 0.98 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 49 70 9 12 135 -3 27 196 9 49 268 79 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 253 303 39 292 353 299 755 1133 52 793 883 260 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.00 0.64 0.64 0.64 1.00 1.00 1.00 Sat Flow, veh/h 1198 1608 207 1246 1870 1585 1018 1770 81 1159 1379 406 Grp Volume(v), veh/h 49 0 79 12 135 -3 27 0 205 49 0 347 Grp Sat Flow(s),veh/h/ln 1198 0 1815 1246 1870 1585 1018 0 1851 1159 0 1785 Q Serve(g_s), s 2.6 0.0 2.6 0.6 4.4 0.0 0.7 0.0 3.1 0.2 0.0 0.0 Cycle Q Clear(g_c), s 7.0 0.0 2.6 3.2 4.4 0.0 0.7 0.0 3.1 3.4 0.0 0.0 Prop In Lane 1.00 0.11 1.00 1.00 1.00 0.04 1.00 0.23
Lane Grp Cap(c), veh/h 253 0 342 292 353 299 755 0 1185 793 0 1143 V/C Ratio(X) 0.19 0.00 0.23 0.04 0.38 -0.01 0.04 0.00 0.17 0.06 0.00 0.30 Avail Cap(c_a), veh/h 523 0 752 573 775 657 755 0 1185 793 0 1143 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) 0.95 0.00 0.95 1.00 1.00 0.00 0.95 0.00 0.95 0.95 0.00 0.95 Uniform Delay (d), s/veh 27.9 0.0 24.1 25.4 24.8 0.0 4.7 0.0 5.1 0.1 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 0.3 0.1 0.7 0.0 0.1 0.0 0.3 0.1 0.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 1.1 0.2 1.9 0.0 0.1 0.0 1.0 0.0 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.3 0.0 24.4 25.5 25.5 0.0 4.7 0.0 5.4 0.3 0.0 0.7 LnGrp LOS C C C C A A A A
Approach Vol, veh/h 128 144 232 396
Approach Delay, s/veh 25.9 26.1 5.3 0.6
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 50.8 19.2 50.8 19.2
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 29.0 29.0 29.0 29.0
Max Q Clear Time (g_c+I1), s 5.4 6.4 5.1 9.0
Green Ext Time (p_c), s 2.4 0.7 1.3 0.5
Intersection Summary
HCM 6th Ctrl Delay, s/veh 9.5
HCM 6th LOS A
ATTACHMENT 3 - 63
HCM 6th Signalized Intersection Summary
8: 3rd St & Olive Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 292 29 15 640 20 27 113 19 31 140 77 Future Volume (veh/h) 60 292 29 15 640 20 27 113 19 31 140 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 0.99 0.96 0.97 0.93 0.96 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 336 30 17 736 22 31 130 9 36 161 50 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 467 2122 188 686 2266 68 227 402 28 285 315 98 Arrive On Green 0.64 0.64 0.64 0.64 0.64 0.64 0.23 0.23 0.23 0.23 0.23 0.23 Sat Flow, veh/h 704 3294 292 1005 3517 105 1131 1719 119 1198 1347 418 Grp Volume(v), veh/h 69 180 186 17 372 386 31 0 139 36 0 211 Grp Sat Flow(s),veh/h/ln 704 1777 1809 1005 1777 1846 1131 0 1838 1198 0 1765 Q Serve(g_s), s 4.4 3.6 3.7 0.6 8.5 8.5 2.2 0.0 5.6 2.3 0.0 9.4 Cycle Q Clear(g_c), s 12.9 3.6 3.7 4.3 8.5 8.5 11.6 0.0 5.6 8.0 0.0 9.4 Prop In Lane 1.00 0.16 1.00 0.06 1.00 0.06 1.00 0.24
Lane Grp Cap(c), veh/h 467 1145 1166 686 1145 1189 227 0 429 285 0 412 V/C Ratio(X) 0.15 0.16 0.16 0.02 0.32 0.32 0.14 0.00 0.32 0.13 0.00 0.51 Avail Cap(c_a), veh/h 467 1145 1166 686 1145 1189 459 0 807 531 0 775 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) 0.91 0.91 0.91 1.00 1.00 1.00 1.00 0.00 1.00 0.97 0.00 0.97 Uniform Delay (d), s/veh 10.1 6.3 6.3 7.2 7.2 7.2 35.1 0.0 28.6 31.9 0.0 30.0 Incr Delay (d2), s/veh 0.6 0.3 0.3 0.1 0.8 0.7 0.3 0.0 0.5 0.2 0.0 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.3 1.3 0.1 3.1 3.2 0.6 0.0 2.5 0.7 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.7 6.6 6.6 7.3 8.0 7.9 35.4 0.0 29.1 32.1 0.0 31.2 LnGrp LOS B A A A A A D C C C
Approach Vol, veh/h 435 775 170 247
Approach Delay, s/veh 7.3 7.9 30.3 31.3
Approach LOS A A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 64.0 26.0 64.0 26.0
Change Period (Y+Rc), s 6.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 39.5 39.5 39.5 39.5
Max Q Clear Time (g_c+I1), s 10.5 13.6 14.9 11.4
Green Ext Time (p_c), s 5.4 1.0 2.8 1.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 13.6
HCM 6th LOS B
ATTACHMENT 3 - 64
HCM 6th Signalized Intersection Summary
9: 1st St & Magnolia Blvd 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 295 163 41 491 19 191 91 50 10 142 89 Future Volume (veh/h) 84 295 163 41 491 19 191 91 50 10 142 89 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 0.99 0.97 0.99 0.97 0.98 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 89 314 147 44 522 2 203 97 4 11 151 -32 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 532 1242 567 587 1825 825 349 687 298 226 338 263 Arrive On Green 0.07 0.53 0.53 0.02 0.17 0.17 0.12 0.19 0.19 0.02 0.10 0.00 Sat Flow, veh/h 1781 2348 1071 1781 3554 1542 1781 3554 1543 1781 3554 1585 Grp Volume(v), veh/h 89 236 225 44 522 2 203 97 4 11 151 -32 Grp Sat Flow(s),veh/h/ln 1781 1777 1643 1781 1777 1542 1781 1777 1543 1781 1777 1585 Q Serve(g_s), s 2.3 7.6 7.9 1.2 13.5 0.1 10.4 2.4 0.2 0.6 4.2 0.0 Cycle Q Clear(g_c), s 2.3 7.6 7.9 1.2 13.5 0.1 10.4 2.4 0.2 0.6 4.2 0.0 Prop In Lane 1.00 0.65 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 532 940 869 587 1825 825 349 687 298 226 338 263 V/C Ratio(X) 0.17 0.25 0.26 0.07 0.29 0.00 0.58 0.14 0.01 0.05 0.45 -0.12 Avail Cap(c_a), veh/h 640 940 869 693 1825 825 460 1151 499 392 826 480 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 10.5 13.4 13.5 10.6 26.8 19.5 35.1 35.1 34.3 41.3 44.9 0.0 Incr Delay (d2), s/veh 0.1 0.6 0.7 0.0 0.4 0.0 0.6 0.1 0.0 0.0 1.1 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 0.8 3.1 2.9 0.4 6.5 0.0 4.5 1.0 0.1 0.3 1.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.6 14.1 14.2 10.6 27.2 19.5 35.6 35.2 34.3 41.3 46.0 0.0 LnGrp LOS B B B B C B D D C D D
Approach Vol, veh/h 550 568 304 130
Approach Delay, s/veh 13.6 25.9 35.5 56.9
Approach LOS B C D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.4 61.5 6.8 26.3 12.0 59.9 17.1 16.0 Change Period (Y+Rc), s 4.6 6.0 4.6 6.0 4.6 6.0 4.6 6.0 Max Green Setting (Gmax), s 12.0 21.0 12.0 34.0 13.8 24.0 19.0 24.4 Max Q Clear Time (g_c+I1), s 3.2 9.9 2.6 4.4 4.3 15.5 12.4 6.2 Green Ext Time (p_c), s 0.0 2.4 0.0 0.7 0.1 2.5 0.2 0.9 Intersection Summary
HCM 6th Ctrl Delay, s/veh 26.0
HCM 6th LOS C
ATTACHMENT 3 - 65
HCM 6th Signalized Intersection Summary
10: 1st St & Orange Grove Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 168 141 26 31 80 23 105 130 52 69 210 80 Future Volume (veh/h) 168 141 26 31 80 23 105 130 52 69 210 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 1.00 0.99 0.97 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 183 153 10 34 87 -5 114 141 16 75 228 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 377 341 282 303 249 211 662 1621 700 743 1264 309 Arrive On Green 0.10 0.18 0.18 0.05 0.13 0.00 0.08 0.46 0.46 0.08 0.45 0.45 Sat Flow, veh/h 1781 1870 1549 1781 1870 1585 1781 3554 1535 1781 2824 690 Grp Volume(v), veh/h 183 153 10 34 87 -5 114 141 16 75 142 143 Grp Sat Flow(s),veh/h/ln 1781 1870 1549 1781 1870 1585 1781 1777 1535 1781 1777 1737 Q Serve(g_s), s 7.7 6.6 0.5 1.4 3.8 0.0 2.9 2.0 0.5 1.9 4.3 4.5 Cycle Q Clear(g_c), s 7.7 6.6 0.5 1.4 3.8 0.0 2.9 2.0 0.5 1.9 4.3 4.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 377 341 282 303 249 211 662 1621 700 743 795 777 V/C Ratio(X) 0.49 0.45 0.04 0.11 0.35 -0.02 0.17 0.09 0.02 0.10 0.18 0.18 Avail Cap(c_a), veh/h 377 661 547 391 528 447 691 1621 700 787 795 777 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 0.94 0.94 0.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.2 32.8 30.3 30.6 35.5 0.0 10.7 13.9 13.5 10.7 14.9 15.0 Incr Delay (d2), s/veh 0.4 1.1 0.1 0.1 0.9 0.0 0.0 0.1 0.1 0.0 0.5 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 3.0 0.2 0.6 1.8 0.0 1.1 0.8 0.2 0.7 1.8 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.5 33.9 30.4 30.6 36.4 0.0 10.7 14.0 13.5 10.7 15.4 15.5 LnGrp LOS C C C C D B B B B B B
Approach Vol, veh/h 346 116 271 360
Approach Delay, s/veh 31.0 36.3 12.6 14.5
Approach LOS C D B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.4 47.0 9.2 22.4 12.1 46.3 13.6 18.0 Change Period (Y+Rc), s 4.6 6.0 4.6 6.0 4.6 6.0 4.6 6.0 Max Green Setting (Gmax), s 9.0 19.0 9.0 31.8 9.0 19.0 9.0 25.4 Max Q Clear Time (g_c+I1), s 3.9 4.0 3.4 8.6 4.9 6.5 9.7 5.8 Green Ext Time (p_c), s 0.0 0.7 0.0 1.0 0.0 1.3 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 21.5
HCM 6th LOS C
ATTACHMENT 3 - 66
HCM 6th Signalized Intersection Summary
11: 1st St & Olive Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 113 360 99 26 612 66 155 110 75 49 144 69 Future Volume (veh/h) 113 360 99 26 612 66 155 110 75 49 144 69 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 0.99 0.96 0.99 0.98 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 119 379 92 27 644 6 163 116 47 52 152 73 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 225 737 177 252 797 343 664 1160 446 674 1564 691 Arrive On Green 0.07 0.26 0.26 0.03 0.22 0.22 0.07 0.47 0.47 0.04 0.44 0.44 Sat Flow, veh/h 1781 2830 679 1781 3554 1528 1781 2492 957 1781 3554 1569 Grp Volume(v), veh/h 119 236 235 27 644 6 163 81 82 52 152 73 Grp Sat Flow(s),veh/h/ln 1781 1777 1732 1781 1777 1528 1781 1777 1673 1781 1777 1569 Q Serve(g_s), s 5.5 12.5 12.8 1.3 18.9 0.3 5.4 2.8 3.0 1.7 2.8 3.0 Cycle Q Clear(g_c), s 5.5 12.5 12.8 1.3 18.9 0.3 5.4 2.8 3.0 1.7 2.8 3.0 Prop In Lane 1.00 0.39 1.00 1.00 1.00 0.57 1.00 1.00
Lane Grp Cap(c), veh/h 225 463 451 252 797 343 664 827 779 674 1564 691 V/C Ratio(X) 0.53 0.51 0.52 0.11 0.81 0.02 0.25 0.10 0.11 0.08 0.10 0.11 Avail Cap(c_a), veh/h 252 517 504 343 1034 444 769 827 779 823 1564 691 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 0.58 0.58 0.58 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 31.0 34.7 34.8 31.4 40.4 33.2 14.6 16.5 16.5 15.1 18.0 18.1 Incr Delay (d2), s/veh 1.4 1.1 1.1 0.0 2.4 0.0 0.1 0.2 0.3 0.0 0.1 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 5.5 5.5 0.5 8.5 0.1 2.2 1.2 1.2 0.7 1.2 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.4 35.7 35.9 31.4 42.8 33.2 14.8 16.7 16.8 15.1 18.1 18.4 LnGrp LOS C D D C D C B B B B B B
Approach Vol, veh/h 590 677 326 277
Approach Delay, s/veh 35.1 42.2 15.8 17.6
Approach LOS D D B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.8 57.2 12.3 30.7 12.6 54.4 8.4 34.7 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 14.0 33.0 9.0 32.0 14.0 33.0 9.0 32.0 Max Q Clear Time (g_c+I1), s 3.7 5.0 7.5 20.9 7.4 5.0 3.3 14.8 Green Ext Time (p_c), s 0.0 1.1 0.0 3.8 0.2 1.4 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 31.7
HCM 6th LOS C
ATTACHMENT 3 - 67
HCM 6th Signalized Intersection Summary
1: San Fernando Rd & Olive Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 69 631 59 28 532 78 44 152 38 0 0 0 Future Volume (veh/h) 69 631 59 28 532 78 44 152 38 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 0.83 0.96 0.84 1.00 0.91
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 72 657 10 29 554 51 46 158 35
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 189 1026 381 174 1026 382 190 653 145
Arrive On Green 0.29 0.29 0.29 0.10 0.10 0.10 0.58 0.56 0.58 Sat Flow, veh/h 779 3554 1320 739 3554 1324 342 1174 260 Grp Volume(v), veh/h 72 657 10 29 554 51 239 0 0
Grp Sat Flow(s),veh/h/ln 779 1777 1320 739 1777 1324 1777 0 0 Q Serve(g_s), s 7.9 14.5 0.5 3.4 13.4 3.2 6.1 0.0 0.0
Cycle Q Clear(g_c), s 21.3 14.5 0.5 17.9 13.4 3.2 6.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.19 0.15
Lane Grp Cap(c), veh/h 189 1026 381 174 1026 382 987 0 0 V/C Ratio(X) 0.38 0.64 0.03 0.17 0.54 0.13 0.24 0.00 0.00 Avail Cap(c_a), veh/h 250 1303 484 232 1303 485 987 0 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.42 0.42 0.42 0.98 0.98 0.98 1.00 0.00 0.00 Uniform Delay (d), s/veh 36.7 27.9 22.9 44.1 35.0 30.4 10.1 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.3 0.0 0.4 0.4 0.2 0.6 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 6.0 0.2 0.7 6.4 1.0 2.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.2 28.2 23.0 44.6 35.5 30.6 10.6 0.0 0.0 LnGrp LOS D C C D D C B
Approach Vol, veh/h 739 634 239
Approach Delay, s/veh 29.0 35.5 10.6
Approach LOS C D B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 58.0 32.0 32.0
Change Period (Y+Rc), s 6.0 5.0 5.0
Max Green Setting (Gmax), s 45.0 34.0 34.0
Max Q Clear Time (g_c+I1), s 8.1 23.3 19.9
Green Ext Time (p_c), s 1.6 3.7 3.6
Intersection Summary
HCM 6th Ctrl Delay, s/veh 28.8
HCM 6th LOS C
ATTACHMENT 3 - 68
HCM 6th Signalized Intersection Summary
2: San Fernando Rd & Orange Grove Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 206 0 0 225 39 61 164 71 0 0 0 Future Volume (veh/h) 64 206 0 0 225 39 61 164 71 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.92 1.00 1.00 0.83 1.00 0.79
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1945 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 222 0 0 242 28 66 176 68
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 222 480 0 0 428 50 211 561 217
Arrive On Green 0.26 0.26 0.00 0.00 0.08 0.08 0.59 0.59 0.59 Sat Flow, veh/h 1015 1870 0 0 1670 193 356 948 366
Grp Volume(v), veh/h 69 222 0 0 0 270 310 0 0
Grp Sat Flow(s),veh/h/ln 1015 1870 0 0 0 1864 1670 0 0
Q Serve(g_s), s 4.5 7.0 0.0 0.0 0.0 9.7 6.5 0.0 0.0
Cycle Q Clear(g_c), s 14.3 7.0 0.0 0.0 0.0 9.7 6.5 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.10 0.21 0.22
Lane Grp Cap(c), veh/h 222 480 0 0 0 478 989 0 0
V/C Ratio(X) 0.31 0.46 0.00 0.00 0.00 0.57 0.31 0.00 0.00 Avail Cap(c_a), veh/h 460 919 0 0 0 916 989 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.00 0.00 0.00 0.96 0.97 0.00 0.00 Uniform Delay (d), s/veh 29.3 22.0 0.0 0.0 0.0 28.3 7.1 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.7 0.0 0.0 0.0 1.0 0.8 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 3.0 0.0 0.0 0.0 4.8 2.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.0 22.6 0.0 0.0 0.0 29.3 8.0 0.0 0.0 LnGrp LOS C C C A
Approach Vol, veh/h 291 270 310
Approach Delay, s/veh 24.4 29.3 8.0
Approach LOS C C A
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 47.5 22.5 22.5
Change Period (Y+Rc), s 6.0 4.6 4.6
Max Green Setting (Gmax), s 25.0 34.4 34.4
Max Q Clear Time (g_c+I1), s 8.5 16.3 11.7
Green Ext Time (p_c), s 1.8 1.4 1.6
Intersection Summary
HCM 6th Ctrl Delay, s/veh 20.1
HCM 6th LOS C
ATTACHMENT 3 - 69
HCM Signalized Intersection Capacity Analysis
3: San Fernando Rd & Palm Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 113 175 98 0 0
Future Volume (vph) 0 113 175 98 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width 11 16 12 12 11 11
Total Lost time (s) 6.0 10.0
Lane Util. Factor 1.00 1.00
Frpb, ped/bikes 0.61 0.84
Flpb, ped/bikes 1.00 1.00
Frt 0.87 0.95
Flt Protected 1.00 1.00
Satd. Flow (prot) 1116 1486
Flt Permitted 1.00 1.00
Satd. Flow (perm) 1116 1486
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 0 118 182 102 0 0
RTOR Reduction (vph) 0 85 19 0 0 0
Lane Group Flow (vph) 0 33 265 0 0 0
Confl. Peds. (#/hr) 64 193 226 226
Confl. Bikes (#/hr) 1
Turn Type Perm NA
Protected Phases 4
Permitted Phases 2
Actuated Green, G (s) 12.8 41.2
Effective Green, g (s) 12.8 41.2
Actuated g/C Ratio 0.18 0.59
Clearance Time (s) 6.0 10.0
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 204 874
v/s Ratio Prot c0.18
v/s Ratio Perm c0.03
v/c Ratio 0.16 0.30
Uniform Delay, d1 24.1 7.2
Progression Factor 1.63 1.07
Incremental Delay, d2 0.4 0.9
Delay (s) 39.7 8.6
Level of Service D A
Approach Delay (s/veh) 39.7 8.6 0.0
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay (s/veh) 17.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.27
Actuated Cycle Length (s) 70.0 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
ATTACHMENT 3 - 70
HCM Signalized Intersection Capacity Analysis
4: San Fernando Rd & Magnolia Blvd 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 761 0 0 505 156 137
Future Volume (vph) 761 0 0 505 156 137
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width 11 11 11 11 10 13
Total Lost time (s) 6.0 6.0 4.5 4.6
Lane Util. Factor 0.95 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.66
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3421 3421 1652 1082
Flt Permitted 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3421 3421 1652 1082
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 801 0 0 532 164 144
RTOR Reduction (vph) 0 0 0 0 0 57
Lane Group Flow (vph) 801 0 0 532 164 87
Confl. Peds. (#/hr) 47 47 367 228
Confl. Bikes (#/hr) 1
Turn Type NA NA Prot Perm
Protected Phases 6 8
Permitted Phases 2 3
Actuated Green, G (s) 78.9 78.9 15.6 15.5
Effective Green, g (s) 78.9 78.9 15.6 15.5
Actuated g/C Ratio 0.75 0.75 0.15 0.15
Clearance Time (s) 6.0 6.0 4.5 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2570 2570 245 159
v/s Ratio Prot 0.16 c0.10
v/s Ratio Perm c0.23 0.08
v/c Ratio 0.31 0.21 0.67 0.55
Uniform Delay, d1 4.2 3.8 42.3 41.5
Progression Factor 0.95 1.32 1.00 1.00
Incremental Delay, d2 0.3 0.2 6.8 3.8
Delay (s) 4.3 5.2 49.0 45.3
Level of Service A A D D
Approach Delay (s/veh) 4.3 5.2 47.3
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 105.0 Sum of lost time (s) 10.6 Intersection Capacity Utilization 46.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
ATTACHMENT 3 - 71
HCM 6th Signalized Intersection Summary
5: 3rd St & Magnolia Blvd 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 199 479 217 27 342 94 41 247 27 108 252 122 Future Volume (veh/h) 199 479 217 27 342 94 41 247 27 108 252 122 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.94 0.98 0.93 0.99 0.97 0.97 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 203 489 209 28 349 79 42 252 21 110 257 24 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 611 1475 625 437 1429 318 194 452 38 217 355 282 Arrive On Green 0.15 1.00 1.00 0.50 0.50 0.50 0.03 0.27 0.27 0.19 0.19 0.19 Sat Flow, veh/h 1781 2382 1010 734 2846 633 1781 1698 141 1075 1870 1487 Grp Volume(v), veh/h 203 364 334 28 216 212 42 0 273 110 257 24 Grp Sat Flow(s),veh/h/ln 1781 1777 1615 734 1777 1701 1781 0 1839 1075 1870 1487 Q Serve(g_s), s 5.8 0.0 0.0 2.1 7.2 7.5 1.9 0.0 13.4 10.3 13.6 1.4 Cycle Q Clear(g_c), s 5.8 0.0 0.0 2.1 7.2 7.5 1.9 0.0 13.4 15.7 13.6 1.4 Prop In Lane 1.00 0.63 1.00 0.37 1.00 0.08 1.00 1.00
Lane Grp Cap(c), veh/h 611 1100 1000 437 892 854 194 0 490 217 355 282 V/C Ratio(X) 0.33 0.33 0.33 0.06 0.24 0.25 0.22 0.00 0.56 0.51 0.72 0.08 Avail Cap(c_a), veh/h 633 1100 1000 437 892 854 289 0 1033 478 809 643 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 1.00 1.00 1.00 0.97 0.00 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.5 0.0 0.0 13.5 14.8 14.9 32.0 0.0 33.2 43.4 39.9 35.0 Incr Delay (d2), s/veh 0.3 0.8 0.9 0.3 0.6 0.7 0.5 0.0 1.0 1.8 2.8 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.2 0.2 0.4 3.0 2.9 0.9 0.0 6.1 2.8 6.5 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 9.8 0.8 0.9 13.8 15.5 15.6 32.6 0.0 34.1 45.2 42.7 35.1 LnGrp LOS A A A B B B C C D D D
Approach Vol, veh/h 901 456 315 391
Approach Delay, s/veh 2.8 15.4 33.9 43.0
Approach LOS A B C D
Timer - Assigned Phs 2 4 5 6 7 8
Phs Duration (G+Y+Rc), s 71.0 34.0 12.3 58.7 8.0 25.9
Change Period (Y+Rc), s 6.0 6.0 4.5 6.0 4.5 6.0
Max Green Setting (Gmax), s 34.0 59.0 9.1 20.4 9.1 45.4 Max Q Clear Time (g_c+I1), s 2.0 15.4 7.8 9.5 3.9 17.7
Green Ext Time (p_c), s 5.9 1.8 0.1 2.3 0.0 2.1
Intersection Summary
HCM 6th Ctrl Delay, s/veh 18.0
HCM 6th LOS B
ATTACHMENT 3 - 72
HCM 6th Signalized Intersection Summary
6: 3rd St & Palm Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 51 48 83 18 58 33 42 269 17 27 355 126 Future Volume (veh/h) 51 48 83 18 58 33 42 269 17 27 355 126 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.93 0.93 0.95 1.00 1.00 0.99 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 54 51 32 19 61 -23 44 283 16 28 374 127 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 157 138 68 284 776 0 550 1124 64 790 848 288 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.00 1.00 1.00 1.00 0.64 0.64 0.64 Sat Flow, veh/h 458 738 365 412 2127 -730 895 1752 99 1071 1322 449 Grp Volume(v), veh/h 137 0 0 0 0 0 44 0 299 28 0 501
Grp Sat Flow(s),veh/h/ln 1561 0 0 0 0 0 895 0 1851 1071 0 1771 Q Serve(g_s), s 2.2 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.7 0.0 9.9 Cycle Q Clear(g_c), s 5.2 0.0 0.0 0.0 0.0 0.0 10.7 0.0 0.0 0.7 0.0 9.9 Prop In Lane 0.39 0.23 0.33 -0.40 1.00 0.05 1.00 0.25
Lane Grp Cap(c), veh/h 363 0 0 0 0 0 550 0 1188 790 0 1136 V/C Ratio(X) 0.38 0.00 0.00 0.00 0.00 0.00 0.08 0.00 0.25 0.04 0.00 0.44 Avail Cap(c_a), veh/h 705 0 0 0 0 0 550 0 1188 790 0 1136 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 0.00 0.00 0.98 0.00 0.98 0.74 0.00 0.74 Uniform Delay (d), s/veh 25.1 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 4.6 0.0 6.3 Incr Delay (d2), s/veh 0.6 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.5 0.1 0.0 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.1 0.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.8 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.5 4.7 0.0 7.2 LnGrp LOS C A A A A
Approach Vol, veh/h 137 0 343 529
Approach Delay, s/veh 25.8 0.0 0.6 7.1
Approach LOS C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 50.9 19.1 50.9 19.1
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 29.0 29.0 29.0 29.0
Max Q Clear Time (g_c+I1), s 11.9 0.0 12.7 7.2
Green Ext Time (p_c), s 3.2 0.0 1.8 0.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 7.4
HCM 6th LOS A
ATTACHMENT 3 - 73
HCM 6th Signalized Intersection Summary
7: 3rd St & Orange Grove Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 155 64 13 135 22 37 258 19 55 306 134 Future Volume (veh/h) 45 155 64 13 135 22 37 258 19 55 306 134 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 0.94 0.97 0.94 0.99 0.99 0.99 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 47 163 42 14 142 3 39 272 20 58 322 127 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 254 272 70 202 360 287 697 1093 80 715 802 316 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.64 0.64 0.64 1.00 1.00 1.00 Sat Flow, veh/h 1193 1413 364 1139 1870 1490 934 1719 126 1079 1262 498 Grp Volume(v), veh/h 47 0 205 14 142 3 39 0 292 58 0 449 Grp Sat Flow(s),veh/h/ln 1193 0 1778 1139 1870 1490 934 0 1845 1079 0 1759 Q Serve(g_s), s 2.5 0.0 7.4 0.8 4.6 0.1 1.1 0.0 4.8 0.4 0.0 0.0 Cycle Q Clear(g_c), s 7.2 0.0 7.4 8.2 4.6 0.1 1.1 0.0 4.8 5.2 0.0 0.0 Prop In Lane 1.00 0.20 1.00 1.00 1.00 0.07 1.00 0.28
Lane Grp Cap(c), veh/h 254 0 342 202 360 287 697 0 1174 715 0 1119 V/C Ratio(X) 0.19 0.00 0.60 0.07 0.39 0.01 0.06 0.00 0.25 0.08 0.00 0.40 Avail Cap(c_a), veh/h 518 0 736 455 775 617 697 0 1174 715 0 1119 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) 0.80 0.00 0.80 1.00 1.00 1.00 0.94 0.00 0.94 0.88 0.00 0.88 Uniform Delay (d), s/veh 27.8 0.0 25.8 29.5 24.7 22.9 4.8 0.0 5.5 0.3 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 1.3 0.1 0.7 0.0 0.1 0.0 0.5 0.2 0.0 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 3.1 0.2 2.0 0.0 0.2 0.0 1.6 0.0 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.1 0.0 27.1 29.7 25.4 22.9 5.0 0.0 6.0 0.5 0.0 0.9 LnGrp LOS C C C C C A A A A
Approach Vol, veh/h 252 159 331 507
Approach Delay, s/veh 27.3 25.7 5.9 0.9
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 50.5 19.5 50.5 19.5
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 29.0 29.0 29.0 29.0
Max Q Clear Time (g_c+I1), s 7.2 10.2 6.8 9.4
Green Ext Time (p_c), s 3.2 0.7 1.9 1.3
Intersection Summary
HCM 6th Ctrl Delay, s/veh 10.7
HCM 6th LOS B
ATTACHMENT 3 - 74
HCM 6th Signalized Intersection Summary
8: 3rd St & Olive Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 102 537 39 25 435 43 42 170 26 37 207 137 Future Volume (veh/h) 102 537 39 25 435 43 42 170 26 37 207 137 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.95 0.99 0.95 0.99 0.97 0.98 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 107 565 38 26 458 43 44 179 23 39 218 117 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 573 2076 139 517 2016 188 167 422 54 276 294 158 Arrive On Green 0.62 0.62 0.62 0.62 0.62 0.62 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 890 3367 226 811 3269 305 1033 1618 208 1160 1127 605 Grp Volume(v), veh/h 107 298 305 26 248 253 44 0 202 39 0 335 Grp Sat Flow(s),veh/h/ln 890 1777 1816 811 1777 1797 1033 0 1826 1160 0 1732 Q Serve(g_s), s 5.5 6.9 7.0 1.4 5.6 5.7 3.7 0.0 8.3 2.6 0.0 15.9 Cycle Q Clear(g_c), s 11.1 6.9 7.0 8.3 5.6 5.7 19.6 0.0 8.3 10.9 0.0 15.9 Prop In Lane 1.00 0.12 1.00 0.17 1.00 0.11 1.00 0.35
Lane Grp Cap(c), veh/h 573 1096 1120 517 1096 1108 167 0 477 276 0 452 V/C Ratio(X) 0.19 0.27 0.27 0.05 0.23 0.23 0.26 0.00 0.42 0.14 0.00 0.74 Avail Cap(c_a), veh/h 573 1096 1120 517 1096 1108 350 0 801 482 0 760 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) 0.62 0.62 0.62 1.00 1.00 1.00 1.00 0.00 1.00 0.91 0.00 0.91 Uniform Delay (d), s/veh 10.2 7.9 7.9 9.9 7.7 7.7 39.5 0.0 27.6 32.1 0.0 30.5 Incr Delay (d2), s/veh 0.4 0.4 0.4 0.2 0.5 0.5 1.0 0.0 0.7 0.3 0.0 2.6 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 1.1 2.5 2.6 0.3 2.1 2.1 1.0 0.0 3.6 0.7 0.0 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.6 8.3 8.3 10.1 8.2 8.2 40.5 0.0 28.4 32.4 0.0 33.1 LnGrp LOS B A A B A A D C C C
Approach Vol, veh/h 710 527 246 374
Approach Delay, s/veh 8.7 8.3 30.5 33.0
Approach LOS A A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 61.5 28.5 61.5 28.5
Change Period (Y+Rc), s 6.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 39.5 39.5 39.5 39.5
Max Q Clear Time (g_c+I1), s 10.3 21.6 13.1 17.9
Green Ext Time (p_c), s 3.4 1.4 4.6 2.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 16.4
HCM 6th LOS B
ATTACHMENT 3 - 75
HCM 6th Signalized Intersection Summary
9: 1st St & Magnolia Blvd 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 175 600 254 83 465 86 215 297 96 60 211 154 Future Volume (veh/h) 175 600 254 83 465 86 215 297 96 60 211 154 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.97 0.94 0.96 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 177 606 220 84 470 43 217 300 21 61 213 12 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 487 1128 409 372 1562 776 403 780 328 332 588 364 Arrive On Green 0.08 0.45 0.45 0.02 0.15 0.15 0.12 0.22 0.22 0.06 0.17 0.17 Sat Flow, veh/h 1781 2531 917 1781 3554 1537 1781 3554 1497 1781 3554 1474 Grp Volume(v), veh/h 177 425 401 84 470 43 217 300 21 61 213 12 Grp Sat Flow(s),veh/h/ln 1781 1777 1671 1781 1777 1537 1781 1777 1497 1781 1777 1474 Q Serve(g_s), s 5.6 18.3 18.4 2.6 12.4 2.2 10.2 7.6 1.2 2.9 5.6 0.7 Cycle Q Clear(g_c), s 5.6 18.3 18.4 2.6 12.4 2.2 10.2 7.6 1.2 2.9 5.6 0.7 Prop In Lane 1.00 0.55 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 487 792 745 372 1562 776 403 780 328 332 588 364 V/C Ratio(X) 0.36 0.54 0.54 0.23 0.30 0.06 0.54 0.38 0.06 0.18 0.36 0.03 Avail Cap(c_a), veh/h 587 792 745 452 1562 776 517 1151 485 423 826 463 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.6 21.2 21.2 15.8 30.5 20.6 29.5 34.9 32.4 32.4 38.9 30.5 Incr Delay (d2), s/veh 0.2 2.6 2.8 0.1 0.5 0.1 0.4 0.4 0.1 0.1 0.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 7.9 7.5 1.0 6.0 0.8 4.4 3.3 0.4 1.2 2.5 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.8 23.8 24.0 15.9 30.9 20.8 29.9 35.3 32.5 32.5 39.4 30.5 LnGrp LOS B C C B C C C D C C D C
Approach Vol, veh/h 1003 597 538 286
Approach Delay, s/veh 22.3 28.1 33.0 37.5
Approach LOS C C C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.9 52.8 11.2 29.0 12.6 52.2 16.9 23.4 Change Period (Y+Rc), s 4.6 6.0 4.6 6.0 4.6 6.0 4.6 6.0 Max Green Setting (Gmax), s 12.0 21.0 12.0 34.0 13.8 24.0 19.0 24.4 Max Q Clear Time (g_c+I1), s 4.6 20.4 4.9 9.6 7.6 14.4 12.2 7.6 Green Ext Time (p_c), s 0.0 0.4 0.0 2.4 0.1 2.5 0.2 1.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 27.9
HCM 6th LOS C
ATTACHMENT 3 - 76
HCM 6th Signalized Intersection Summary
10: 1st St & Orange Grove Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 139 150 30 126 207 93 181 368 121 130 282 155 Future Volume (veh/h) 139 150 30 126 207 93 181 368 121 130 282 155 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 1.00 0.99 0.97 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 151 163 5 137 225 -7 197 400 53 141 307 138 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 275 315 263 316 302 256 578 1749 760 591 1154 505 Arrive On Green 0.09 0.17 0.17 0.08 0.16 0.00 0.07 0.49 0.49 0.07 0.48 0.48 Sat Flow, veh/h 1781 1870 1565 1781 1870 1585 1781 3554 1543 1781 2382 1043 Grp Volume(v), veh/h 151 163 5 137 225 -7 197 400 53 141 227 218 Grp Sat Flow(s),veh/h/ln 1781 1870 1565 1781 1870 1585 1781 1777 1543 1781 1777 1649 Q Serve(g_s), s 7.7 8.7 0.3 6.9 12.6 0.0 6.0 7.1 2.0 4.2 8.3 8.6 Cycle Q Clear(g_c), s 7.7 8.7 0.3 6.9 12.6 0.0 6.0 7.1 2.0 4.2 8.3 8.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.63
Lane Grp Cap(c), veh/h 275 315 263 316 302 256 578 1749 760 591 861 799 V/C Ratio(X) 0.55 0.52 0.02 0.43 0.74 -0.03 0.34 0.23 0.07 0.24 0.26 0.27 Avail Cap(c_a), veh/h 317 772 646 370 772 654 644 1749 760 670 861 799 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 0.73 0.73 0.00 0.84 0.84 0.84 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.7 41.7 38.2 34.6 44.0 0.0 12.5 16.0 14.7 12.0 16.7 16.8 Incr Delay (d2), s/veh 0.6 1.6 0.0 0.3 3.2 0.0 0.1 0.3 0.1 0.1 0.7 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 4.2 0.1 3.0 6.1 0.0 2.4 2.9 0.7 1.6 3.5 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.4 43.3 38.2 34.8 47.2 0.0 12.6 16.2 14.8 12.0 17.5 17.7 LnGrp LOS D D D C D B B B B B B
Approach Vol, veh/h 319 355 650 586
Approach Delay, s/veh 39.5 43.3 15.0 16.3
Approach LOS D D B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.9 60.1 13.5 24.5 12.7 59.3 14.2 23.8 Change Period (Y+Rc), s 4.0 6.0 4.6 6.0 4.6 6.0 4.6 6.0 Max Green Setting (Gmax), s 12.8 19.0 12.2 45.4 12.2 19.0 12.2 45.4 Max Q Clear Time (g_c+I1), s 6.2 9.1 8.9 10.7 8.0 10.6 9.7 14.6 Green Ext Time (p_c), s 0.1 2.0 0.1 1.2 0.1 1.7 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay, s/veh 24.7
HCM 6th LOS C
ATTACHMENT 3 - 77
HCM 6th Signalized Intersection Summary
11: 1st St & Olive Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 283 643 194 35 453 112 199 275 64 56 248 141 Future Volume (veh/h) 283 643 194 35 453 112 199 275 64 56 248 141 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.95 0.99 0.97 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 311 707 195 38 498 16 219 302 57 62 273 101 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 345 779 215 139 646 272 583 1396 259 542 1523 666 Arrive On Green 0.14 0.29 0.29 0.03 0.18 0.18 0.08 0.47 0.47 0.04 0.43 0.43 Sat Flow, veh/h 1781 2726 751 1781 3554 1498 1781 2974 553 1781 3554 1555 Grp Volume(v), veh/h 311 461 441 38 498 16 219 179 180 62 273 101 Grp Sat Flow(s),veh/h/ln 1781 1777 1700 1781 1777 1498 1781 1777 1750 1781 1777 1555 Q Serve(g_s), s 18.0 32.5 32.5 2.2 17.3 1.1 8.6 7.7 7.9 2.5 6.2 5.2 Cycle Q Clear(g_c), s 18.0 32.5 32.5 2.2 17.3 1.1 8.6 7.7 7.9 2.5 6.2 5.2 Prop In Lane 1.00 0.44 1.00 1.00 1.00 0.32 1.00 1.00
Lane Grp Cap(c), veh/h 345 508 486 139 646 272 583 834 821 542 1523 666 V/C Ratio(X) 0.90 0.91 0.91 0.27 0.77 0.06 0.38 0.21 0.22 0.11 0.18 0.15 Avail Cap(c_a), veh/h 345 519 497 324 1039 438 587 834 821 619 1523 666 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 0.76 0.76 0.76 1.00 1.00 1.00 0.95 0.95 0.95 Uniform Delay (d), s/veh 37.1 44.8 44.8 42.3 50.6 44.0 17.0 20.4 20.4 19.0 23.0 22.7 Incr Delay (d2), s/veh 25.5 19.7 20.4 0.3 1.8 0.1 0.3 0.6 0.6 0.0 0.2 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.4 17.0 16.4 1.0 7.9 0.4 3.6 3.4 3.4 1.0 2.7 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 62.7 64.5 65.2 42.6 52.4 44.1 17.3 20.9 21.0 19.0 23.2 23.2 LnGrp LOS E E E D D D B C C B C C
Approach Vol, veh/h 1213 552 578 436
Approach Delay, s/veh 64.3 51.5 19.6 22.6
Approach LOS E D B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.4 67.0 23.0 29.6 15.7 61.7 9.5 43.2 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 11.0 41.0 18.0 38.0 11.0 41.0 18.0 38.0 Max Q Clear Time (g_c+I1), s 4.5 9.9 20.0 19.3 10.6 8.2 4.2 34.5 Green Ext Time (p_c), s 0.0 2.7 0.0 3.8 0.0 2.7 0.0 2.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 45.9
HCM 6th LOS D
ATTACHMENT 3 - 78

Attachment A:

Lane Configurations & Peak Hour
Volumes
ATTACHMENT 3 - 79
Queues
1: San Fernando Rd & Olive Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBT SBT
Lane Group Flow (vph) 22 404 41 23 752 6 123 90
v/c Ratio 0.22 0.40 0.11 0.10 0.75 0.01 0.15 0.11
Control Delay 27.5 26.0 7.1 26.0 37.6 4.8 9.9 8.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.5 26.0 7.1 26.0 37.6 4.8 9.9 8.3
Queue Length 50th (ft) 9 96 0 10 218 0 26 15
Queue Length 95th (ft) 28 123 21 33 276 m2 63 44
Internal Link Dist (ft) 480 455 280 351
Turn Bay Length (ft) 57 120 55 145
Base Capacity (vph) 128 1254 477 277 1254 515 822 847
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.17 0.32 0.09 0.08 0.60 0.01 0.15 0.11 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT 3 - 80
Queues
2: San Fernando Rd & Orange Grove Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 26 153 22 115 163 141
v/c Ratio 0.12 0.44 0.13 0.33 0.15 0.13
Control Delay 22.7 25.5 16.8 16.1 5.3 6.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 22.7 25.5 16.8 16.1 5.3 6.1
Queue Length 50th (ft) 10 55 9 39 18 25
Queue Length 95th (ft) 24 83 24 71 45 55
Internal Link Dist (ft) 488 473 351 297
Turn Bay Length (ft) 46 46
Base Capacity (vph) 561 862 438 863 1105 1118
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.05 0.18 0.05 0.13 0.15 0.13
Intersection Summary
ATTACHMENT 3 - 81
Queues
3: San Fernando Rd & Palm Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 3
Lane Group WBL WBR NBT SBT
Lane Group Flow (vph) 36 14 133 133
v/c Ratio 0.09 0.04 0.12 0.12
Control Delay 20.5 11.2 8.5 7.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 20.5 11.2 8.5 7.6
Queue Length 50th (ft) 12 1 8 24
Queue Length 95th (ft) 29 11 56 54
Internal Link Dist (ft) 480 297 298
Turn Bay Length (ft) 60
Base Capacity (vph) 708 624 1151 1115
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.05 0.02 0.12 0.12
Intersection Summary
ATTACHMENT 3 - 82
Queues
4: San Fernando Rd & Magnolia Blvd 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 4
Lane Group EBT WBL WBT NBL
Lane Group Flow (vph) 334 34 488 79
v/c Ratio 0.12 0.05 0.17 0.28
Control Delay 1.9 2.9 2.4 26.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 1.9 2.9 2.4 26.4
Queue Length 50th (ft) 13 3 22 13
Queue Length 95th (ft) 27 12 56 32
Internal Link Dist (ft) 496 465 298
Turn Bay Length (ft) 102 60
Base Capacity (vph) 2722 714 2874 1327
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.12 0.05 0.17 0.06
Intersection Summary
ATTACHMENT 3 - 83
Queues
5: 3rd St & Magnolia Blvd 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 5
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 82 253 22 524 24 190 73 212 80
v/c Ratio 0.15 0.12 0.04 0.28 0.11 0.48 0.39 0.69 0.23
Control Delay 6.8 5.4 16.7 14.6 26.9 32.0 43.2 51.8 3.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 6.8 5.4 16.7 14.6 26.9 32.0 43.2 51.8 3.3
Queue Length 50th (ft) 12 0 6 77 13 101 44 135 0
Queue Length 95th (ft) 32 34 26 176 27 132 82 197 13
Internal Link Dist (ft) 465 456 312 312
Turn Bay Length (ft) 153 80 58 65 65
Base Capacity (vph) 568 2120 521 1876 235 962 470 778 680 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.12 0.04 0.28 0.10 0.20 0.16 0.27 0.12 Intersection Summary
ATTACHMENT 3 - 84
Queues
6: 3rd St & Palm Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 6
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 72 47 19 207 47 266
v/c Ratio 0.25 0.15 0.03 0.17 0.06 0.22
Control Delay 16.6 18.9 4.9 4.5 6.3 6.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.6 18.9 4.9 4.5 6.3 6.1
Queue Length 50th (ft) 16 14 2 19 5 33
Queue Length 95th (ft) 59 36 8 40 22 87
Internal Link Dist (ft) 480 422 309 312
Turn Bay Length (ft) 59 60
Base Capacity (vph) 592 676 720 1220 746 1233
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.12 0.07 0.03 0.17 0.06 0.22
Intersection Summary
ATTACHMENT 3 - 85
Queues
7: 3rd St & Orange Grove Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 40 53 12 105 19 21 181 38 235
v/c Ratio 0.18 0.16 0.06 0.31 0.06 0.03 0.15 0.05 0.20
Control Delay 29.8 24.6 21.4 25.7 2.4 6.2 5.9 3.6 3.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.8 24.6 21.4 25.7 2.4 6.2 5.9 3.6 3.5
Queue Length 50th (ft) 18 20 5 42 0 2 21 2 0
Queue Length 95th (ft) 47 52 16 73 5 12 60 7 22
Internal Link Dist (ft) 473 469 337 309
Turn Bay Length (ft) 38 48 100 58 61
Base Capacity (vph) 487 704 478 746 610 731 1241 754 1200 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.08 0.03 0.14 0.03 0.03 0.15 0.05 0.20 Intersection Summary
ATTACHMENT 3 - 86
Queues
8: 3rd St & Olive Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 8
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 75 324 14 700 23 112 24 170
v/c Ratio 0.17 0.14 0.02 0.30 0.14 0.35 0.12 0.51
Control Delay 18.1 14.1 6.5 6.4 29.4 28.8 28.6 28.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.1 14.1 6.5 6.4 29.4 28.8 28.6 28.4
Queue Length 50th (ft) 39 85 2 57 12 51 12 67
Queue Length 95th (ft) 86 126 10 124 30 87 30 113
Internal Link Dist (ft) 455 444 350 337
Turn Bay Length (ft) 61 55 57 60
Base Capacity (vph) 449 2307 597 2351 401 762 496 743
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.17 0.14 0.02 0.30 0.06 0.15 0.05 0.23 Intersection Summary
ATTACHMENT 3 - 87
Queues
9: 1st St & Magnolia Blvd 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 9
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 65 577 72 552 36 177 157 65 31 126 172 v/c Ratio 0.15 0.39 0.16 0.38 0.04 0.42 0.19 0.15 0.09 0.21 0.29 Control Delay 14.1 21.2 15.2 22.5 0.7 26.1 31.2 0.7 20.3 36.1 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.1 21.2 15.2 22.5 0.7 26.1 31.2 0.7 20.3 36.1 5.0 Queue Length 50th (ft) 22 143 21 104 0 75 41 0 12 34 0
Queue Length 95th (ft) 46 198 62 195 0 125 67 1 31 63 45 Internal Link Dist (ft) 1228 496 313 238
Turn Bay Length (ft) 558 124 210 196 59 76 210
Base Capacity (vph) 511 1482 499 1459 878 476 1107 547 409 879 668 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.13 0.39 0.14 0.38 0.04 0.37 0.14 0.12 0.08 0.14 0.26 Intersection Summary
ATTACHMENT 3 - 88
Queues
10: 1st St & Orange Grove Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 214 125 22 33 82 35 83 172 75 66 251 v/c Ratio 0.66 0.37 0.06 0.10 0.30 0.10 0.12 0.10 0.10 0.10 0.16 Control Delay 35.0 34.3 0.2 20.1 35.2 0.6 10.4 16.7 0.3 10.5 13.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.0 34.3 0.2 20.1 35.2 0.6 10.4 16.7 0.3 10.5 13.7 Queue Length 50th (ft) 99 67 0 14 44 0 18 28 0 14 33
Queue Length 95th (ft) 127 101 0 28 72 0 52 62 0 43 74
Internal Link Dist (ft) 242 488 335 256
Turn Bay Length (ft) 44 44 44 26 128 118 66
Base Capacity (vph) 325 636 623 341 636 628 677 1647 747 692 1587 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.66 0.20 0.04 0.10 0.13 0.06 0.12 0.10 0.10 0.10 0.16 Intersection Summary
ATTACHMENT 3 - 89
Queues
11: 1st St & Olive Ave 05/26/2023

EX AM 8:37 pm 03/22/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 11
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 93 355 28 812 87 232 193 59 111 80 v/c Ratio 0.47 0.33 0.08 0.85 0.17 0.37 0.14 0.12 0.09 0.13 Control Delay 28.2 28.0 19.4 46.8 2.4 17.9 16.7 16.4 26.7 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.2 28.0 19.4 46.8 2.4 17.9 16.7 16.4 26.7 1.6 Queue Length 50th (ft) 39 95 11 280 0 95 34 22 29 0
Queue Length 95th (ft) 73 136 29 357 15 149 62 45 52 10 Internal Link Dist (ft) 1904 480 320 335
Turn Bay Length (ft) 675 81 74 147 94 66
Base Capacity (vph) 209 1095 397 995 515 638 1401 609 1216 611 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.44 0.32 0.07 0.82 0.17 0.36 0.14 0.10 0.09 0.13 Intersection Summary
ATTACHMENT 3 - 90
Queues
1: San Fernando Rd & Olive Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBT SBT
Lane Group Flow (vph) 63 674 71 27 557 43 243 224
v/c Ratio 0.42 0.73 0.18 0.25 0.60 0.11 0.29 0.25
Control Delay 34.4 34.1 6.7 33.9 35.0 12.9 11.6 9.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.4 34.1 6.7 33.9 35.0 12.9 11.6 9.4
Queue Length 50th (ft) 29 182 0 13 151 0 62 45
Queue Length 95th (ft) 63 216 28 m37 193 30 128 102
Internal Link Dist (ft) 480 455 280 351
Turn Bay Length (ft) 57 120 55 145
Base Capacity (vph) 202 1254 496 144 1254 519 849 879
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.31 0.54 0.14 0.19 0.44 0.08 0.29 0.25 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT 3 - 91
Queues
2: San Fernando Rd & Orange Grove Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 52 236 52 254 305 305
v/c Ratio 0.32 0.59 0.33 0.64 0.34 0.34
Control Delay 26.3 26.6 28.1 30.8 8.0 8.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.3 26.6 28.1 30.8 8.0 8.6
Queue Length 50th (ft) 19 80 23 108 48 70
Queue Length 95th (ft) 41 122 48 157 112 125
Internal Link Dist (ft) 488 473 351 297
Turn Bay Length (ft) 46 46
Base Capacity (vph) 362 849 347 858 910 904
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.28 0.15 0.30 0.34 0.34
Intersection Summary
ATTACHMENT 3 - 92
Queues
3: San Fernando Rd & Palm Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 3
Lane Group WBL WBR NBT SBT
Lane Group Flow (vph) 75 67 271 275
v/c Ratio 0.20 0.17 0.27 0.30
Control Delay 30.5 14.8 9.8 9.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 30.5 14.8 9.8 9.8
Queue Length 50th (ft) 25 0 44 56
Queue Length 95th (ft) 67 33 109 112
Internal Link Dist (ft) 480 297 298
Turn Bay Length (ft) 60
Base Capacity (vph) 708 655 1004 928
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.11 0.10 0.27 0.30
Intersection Summary
ATTACHMENT 3 - 93
Queues
4: San Fernando Rd & Magnolia Blvd 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 4
Lane Group EBT WBL WBT NBL
Lane Group Flow (vph) 699 79 470 205
v/c Ratio 0.28 0.15 0.17 0.55
Control Delay 3.5 6.5 4.7 28.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 3.5 6.5 4.7 28.8
Queue Length 50th (ft) 35 7 23 37
Queue Length 95th (ft) 93 52 109 65
Internal Link Dist (ft) 496 465 298
Turn Bay Length (ft) 102 60
Base Capacity (vph) 2508 518 2720 1372
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.28 0.15 0.17 0.15
Intersection Summary
ATTACHMENT 3 - 94
Queues
5: 3rd St & Magnolia Blvd 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 5
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 176 504 18 441 54 314 114 252 153 v/c Ratio 0.33 0.27 0.06 0.31 0.20 0.58 0.56 0.67 0.38
Control Delay 13.0 11.0 25.1 21.9 22.8 32.3 46.8 46.6 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0
Total Delay 13.0 11.0 25.1 21.9 22.8 32.4 46.8 46.6 10.6 Queue Length 50th (ft) 47 67 7 94 25 166 70 158 12
Queue Length 95th (ft) 92 110 28 170 45 218 117 219 59
Internal Link Dist (ft) 465 456 312 312
Turn Bay Length (ft) 153 80 58 65 65
Base Capacity (vph) 539 1846 324 1404 281 986 423 778 684 Starvation Cap Reductn 0 0 0 0 0 160 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.33 0.27 0.06 0.31 0.19 0.38 0.27 0.32 0.22 Intersection Summary
ATTACHMENT 3 - 95
Queues
6: 3rd St & Palm Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 6
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 149 144 51 288 30 344
v/c Ratio 0.47 0.45 0.08 0.23 0.04 0.28
Control Delay 12.3 17.8 5.0 4.8 6.2 6.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.3 17.8 5.0 4.8 6.2 6.5
Queue Length 50th (ft) 31 30 5 37 3 44
Queue Length 95th (ft) 83 70 19 67 16 114
Internal Link Dist (ft) 480 422 309 312
Turn Bay Length (ft) 59 60
Base Capacity (vph) 624 624 675 1240 699 1212
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.24 0.23 0.08 0.23 0.04 0.28
Intersection Summary
ATTACHMENT 3 - 96
Queues
7: 3rd St & Orange Grove Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 55 196 23 166 25 41 251 34 366
v/c Ratio 0.25 0.56 0.12 0.47 0.08 0.07 0.22 0.05 0.34
Control Delay 19.7 20.4 22.6 28.6 3.8 6.6 6.8 5.1 5.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.7 20.4 22.6 28.6 3.8 6.6 6.8 5.1 5.3
Queue Length 50th (ft) 21 67 8 66 0 6 37 5 46
Queue Length 95th (ft) 53 128 25 109 10 20 83 14 77
Internal Link Dist (ft) 473 469 337 309
Turn Bay Length (ft) 38 48 100 58 61
Base Capacity (vph) 463 708 402 746 610 585 1128 643 1070 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.12 0.28 0.06 0.22 0.04 0.07 0.22 0.05 0.34 Intersection Summary
ATTACHMENT 3 - 97
Queues
8: 3rd St & Olive Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 8
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 108 591 20 475 35 158 33 308
v/c Ratio 0.21 0.28 0.04 0.22 0.27 0.38 0.14 0.74
Control Delay 18.5 17.8 8.5 7.8 30.6 28.7 25.6 37.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.5 17.8 8.5 7.8 30.6 28.7 25.6 37.8
Queue Length 50th (ft) 63 178 4 52 16 72 15 144
Queue Length 95th (ft) 114 231 16 98 39 111 34 205
Internal Link Dist (ft) 455 444 350 337
Turn Bay Length (ft) 61 55 57 60
Base Capacity (vph) 505 2141 446 2151 245 777 442 747
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.21 0.28 0.04 0.22 0.14 0.20 0.07 0.41 Intersection Summary
ATTACHMENT 3 - 98
Queues
9: 1st St & Magnolia Blvd 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 9
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 214 727 85 411 84 238 289 102 89 276 226 v/c Ratio 0.43 0.52 0.24 0.32 0.11 0.57 0.36 0.24 0.27 0.46 0.35 Control Delay 17.4 24.3 19.6 30.5 5.0 28.4 33.9 4.4 22.5 40.7 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.4 24.3 19.6 30.5 5.0 28.4 33.9 4.4 22.5 40.7 5.5 Queue Length 50th (ft) 81 190 29 88 1 105 79 0 36 82 8
Queue Length 95th (ft) 136 271 99 201 40 159 116 26 65 125 56 Internal Link Dist (ft) 1228 496 313 238
Turn Bay Length (ft) 558 124 210 196 59 76 210
Base Capacity (vph) 530 1402 414 1279 807 456 1107 547 382 879 686 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.40 0.52 0.21 0.32 0.10 0.52 0.26 0.19 0.23 0.31 0.33 Intersection Summary
ATTACHMENT 3 - 99
Queues
10: 1st St & Orange Grove Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 168 153 33 109 178 123 177 341 143 118 437 v/c Ratio 0.53 0.51 0.09 0.33 0.64 0.37 0.32 0.21 0.20 0.20 0.29 Control Delay 33.9 46.8 0.5 29.0 53.5 10.2 12.6 18.6 4.3 11.4 18.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.9 46.8 0.5 29.0 53.5 10.2 12.6 18.6 4.3 11.4 18.0 Queue Length 50th (ft) 89 98 0 56 120 1 52 71 0 33 85
Queue Length 95th (ft) 132 155 0 90 180 49 102 121 40 70 144 Internal Link Dist (ft) 242 488 335 256
Turn Bay Length (ft) 44 44 44 26 128 118 66
Base Capacity (vph) 335 743 685 372 743 693 588 1628 725 648 1514 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.50 0.21 0.05 0.29 0.24 0.18 0.30 0.21 0.20 0.18 0.29 Intersection Summary
ATTACHMENT 3 - 100
Queues
11: 1st St & Olive Ave 05/26/2023

EX PM 2:07 pm 05/26/2023 Existing Conditions Synchro 11 Report Fehr & Peers Page 11
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 185 320 53 269 119 56 721 299 663 168 v/c Ratio 0.57 0.44 0.22 0.57 0.39 0.13 0.45 0.73 0.36 0.20 Control Delay 41.4 42.3 32.9 56.2 11.7 12.7 23.2 26.8 20.0 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 0.0
Total Delay 41.4 42.3 32.9 56.2 11.7 12.7 23.2 26.8 20.7 8.2 Queue Length 50th (ft) 124 118 33 115 0 17 191 105 163 23 Queue Length 95th (ft) 172 154 58 151 53 42 284 #229 253 74 Internal Link Dist (ft) 1904 480 320 335
Turn Bay Length (ft) 675 81 74 147 94 66
Base Capacity (vph) 345 972 375 999 507 480 1613 409 1840 848 Starvation Cap Reductn 0 0 0 0 0 0 0 0 793 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.54 0.33 0.14 0.27 0.23 0.12 0.45 0.73 0.63 0.20 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT 3 - 101
Queues
1: San Fernando Rd & Olive Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBT
Lane Group Flow (vph) 37 400 51 21 709 27 148
Act Effct Green (s) 25.0 25.0 25.0 25.0 25.0 25.0 51.0
Actuated g/C Ratio 0.28 0.28 0.28 0.28 0.28 0.28 0.57
v/c Ratio 0.36 0.42 0.12 0.09 0.75 0.07 0.15
Control Delay (s/veh) 34.4 27.2 6.9 25.8 37.8 12.0 9.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 34.4 27.2 6.9 25.8 37.8 12.0 9.6

LOS C C A C D B A
Approach Delay (s/veh) 25.7 36.5 9.6
Approach LOS C D A
Queue Length 50th (ft) 17 98 0 10 209 1 32
Queue Length 95th (ft) 43 124 23 29 263 23 73
Internal Link Dist (ft) 480 455 280
Turn Bay Length (ft) 55 120 55 145
Base Capacity (vph) 138 1254 555 297 1254 535 958
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.27 0.32 0.09 0.07 0.57 0.05 0.15
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 59 (66%), Referenced to phase 2:NBTL and 6:, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay (s/veh): 29.9 Intersection LOS: C Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15
ATTACHMENT 3 - 102
Queues
2: San Fernando Rd & Orange Grove Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 2
Lane Group EBL EBT WBT NBT
Lane Group Flow (vph) 48 118 151 143
Act Effct Green (s) 13.2 13.2 13.2 50.3
Actuated g/C Ratio 0.19 0.19 0.19 0.72
v/c Ratio 0.24 0.35 0.37 0.11
Control Delay (s/veh) 25.4 26.4 16.7 4.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 25.4 26.4 16.7 4.9

LOS C C B A
Approach Delay (s/veh) 26.1 16.7 4.9
Approach LOS C B A
Queue Length 50th (ft) 19 47 50 14
Queue Length 95th (ft) 42 81 97 43
Internal Link Dist (ft) 488 473 351
Turn Bay Length (ft) 45
Base Capacity (vph) 530 885 1009 1247
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.09 0.13 0.15 0.11
Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 70
Offset: 46 (66%), Referenced to phase 2:NBTL and 6:, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.37
Intersection Signal Delay (s/veh): 16.4 Intersection LOS: B Intersection Capacity Utilization 47.1% ICU Level of Service A Analysis Period (min) 15
ATTACHMENT 3 - 103
Queues
3: San Fernando Rd & Palm Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 3
Lane Group WBR NBT
Lane Group Flow (vph) 85 215
Act Effct Green (s) 15.6 44.4
Actuated g/C Ratio 0.22 0.63
v/c Ratio 0.15 0.21
Control Delay (s/veh) 1.3 6.8
Queue Delay 0.0 0.0
Total Delay (s/veh) 1.3 6.8

LOS A A
Approach Delay (s/veh) 6.8
Approach LOS A
Queue Length 50th (ft) 1 16
Queue Length 95th (ft) 5 59
Internal Link Dist (ft) 297
Turn Bay Length (ft)
Base Capacity (vph) 803 1029
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.11 0.21
Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 70
Offset: 11 (16%), Referenced to phase 4:NBT, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.21
Intersection Signal Delay (s/veh): 5.3 Intersection LOS: A Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15
ATTACHMENT 3 - 104
Queues
4: San Fernando Rd & Magnolia Blvd 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 4
Lane Group EBT WBT NBL NBR
Lane Group Flow (vph) 392 533 96 86
Act Effct Green (s) 82.3 82.3 12.1 12.1
Actuated g/C Ratio 0.78 0.78 0.12 0.12
v/c Ratio 0.15 0.20 0.51 0.33
Control Delay (s/veh) 2.7 7.6 51.4 12.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 2.7 7.6 51.4 12.0

LOS A A D B
Approach Delay (s/veh) 2.7 7.6 32.8
Approach LOS A A C
Queue Length 50th (ft) 21 34 62 0
Queue Length 95th (ft) 33 147 104 41
Internal Link Dist (ft) 496 465 298
Turn Bay Length (ft) 65
Base Capacity (vph) 2680 2680 777 791
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.15 0.20 0.12 0.11
Intersection Summary
Cycle Length: 105
Actuated Cycle Length: 105
Offset: 33 (31%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.51
Intersection Signal Delay (s/veh): 10.0 Intersection LOS: A Intersection Capacity Utilization 30.5% ICU Level of Service A Analysis Period (min) 15
ATTACHMENT 3 - 105
Queues
5: 3rd St & Magnolia Blvd 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 5
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 113 389 32 588 21 234 105 292 66
Act Effct Green (s) 66.3 64.8 51.7 51.7 29.7 28.2 23.3 23.3 23.3 Actuated g/C Ratio 0.63 0.62 0.49 0.49 0.28 0.27 0.22 0.22 0.22 v/c Ratio 0.23 0.19 0.07 0.36 0.10 0.49 0.44 0.73 0.16
Control Delay (s/veh) 9.0 6.3 21.6 19.8 22.4 30.9 39.5 48.2 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 9.0 6.3 21.6 19.8 22.4 30.9 39.5 48.2 0.9

LOS A A C B C C D D A
Approach Delay (s/veh) 6.9 19.9 30.2 39.5
Approach LOS A B C D
Queue Length 50th (ft) 19 30 10 103 11 130 62 184 0
Queue Length 95th (ft) 46 54 37 212 21 140 96 230 0
Internal Link Dist (ft) 465 456 312 312
Turn Bay Length (ft) 155 80 60 65 65
Base Capacity (vph) 497 1997 442 1632 246 981 464 778 710 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.23 0.19 0.07 0.36 0.09 0.24 0.23 0.38 0.09 Intersection Summary
Cycle Length: 105
Actuated Cycle Length: 105
Offset: 31 (30%), Referenced to phase 2:EBTL and 6:WBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay (s/veh): 22.7 Intersection LOS: C Intersection Capacity Utilization 65.1% ICU Level of Service C Analysis Period (min) 15
ATTACHMENT 3 - 106
Queues
6: 3rd St & Palm Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 6
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 132 78 19 247 57 407
Act Effct Green (s) 13.2 13.2 49.2 49.2 49.2 49.2
Actuated g/C Ratio 0.19 0.19 0.70 0.70 0.70 0.70
v/c Ratio 0.37 0.24 0.03 0.20 0.08 0.34
Control Delay (s/veh) 13.7 18.3 5.1 4.8 6.3 6.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4
Total Delay (s/veh) 13.7 18.3 5.1 4.8 6.3 7.2

LOS B B A A A A
Approach Delay (s/veh) 13.7 18.3 4.8 7.1
Approach LOS B B A A
Queue Length 50th (ft) 8 21 2 24 7 54
Queue Length 95th (ft) 58 41 8 63 22 112
Internal Link Dist (ft) 480 422 309 312
Turn Bay Length (ft) 60 60
Base Capacity (vph) 669 681 642 1251 749 1212
Starvation Cap Reductn 0 0 0 0 0 362
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.20 0.11 0.03 0.20 0.08 0.48
Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 70
Offset: 11 (16%), Referenced to phase 2:SBTL and 6:NBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.37
Intersection Signal Delay (s/veh): 8.3 Intersection LOS: A Intersection Capacity Utilization 52.1% ICU Level of Service A Analysis Period (min) 15
ATTACHMENT 3 - 107
Queues
7: 3rd St & Orange Grove Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 49 90 12 135 14 27 206 49 357
Act Effct Green (s) 13.3 13.3 13.3 13.3 13.3 49.1 49.1 49.1 49.1 Actuated g/C Ratio 0.19 0.19 0.19 0.19 0.19 0.70 0.70 0.70 0.70 v/c Ratio 0.22 0.26 0.05 0.39 0.04 0.04 0.16 0.06 0.29
Control Delay (s/veh) 33.1 29.0 21.2 27.3 0.5 6.3 6.0 3.9 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 33.1 29.0 21.2 27.3 0.5 6.3 6.0 3.9 3.9

LOS C C C C A A A A A
Approach Delay (s/veh) 30.5 24.5 6.1 3.9
Approach LOS C C A A
Queue Length 50th (ft) 23 34 5 54 0 3 26 4 24
Queue Length 95th (ft) 50 69 14 80 0 13 60 12 46
Internal Link Dist (ft) 473 469 337 309
Turn Bay Length (ft) 40 50 100 60 60
Base Capacity (vph) 494 721 498 746 638 684 1251 763 1213 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.12 0.02 0.18 0.02 0.04 0.16 0.06 0.29 Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 70
Offset: 21 (30%), Referenced to phase 2:SBTL and 6:NBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.39
Intersection Signal Delay (s/veh): 11.9 Intersection LOS: B Intersection Capacity Utilization 53.3% ICU Level of Service A Analysis Period (min) 15
ATTACHMENT 3 - 108
Queues
8: 3rd St & Olive Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 8
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 69 369 17 759 31 152 36 250
Act Effct Green (s) 60.7 60.7 60.7 60.7 18.3 18.3 18.3 18.3 Actuated g/C Ratio 0.67 0.67 0.67 0.67 0.20 0.20 0.20 0.20 v/c Ratio 0.17 0.16 0.03 0.33 0.22 0.42 0.17 0.67
Control Delay (s/veh) 21.3 17.5 6.9 7.4 31.3 30.7 28.8 36.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 21.3 17.5 6.9 7.4 31.3 30.7 28.8 36.0

LOS C B A A C C C D
Approach Delay (s/veh) 18.1 7.3 30.8 35.1
Approach LOS B A C D
Queue Length 50th (ft) 39 107 3 80 15 70 17 112
Queue Length 95th (ft) 78 146 11 134 36 110 38 166
Internal Link Dist (ft) 455 444 350 337
Turn Bay Length (ft) 60 55 55 60
Base Capacity (vph) 416 2263 614 2291 300 772 456 759
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.17 0.16 0.03 0.33 0.10 0.20 0.08 0.33 Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 58 (64%), Referenced to phase 2:WBTL and 6:EBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.67
Intersection Signal Delay (s/veh): 17.4 Intersection LOS: B Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15
ATTACHMENT 3 - 109
Queues
9: 1st St & Magnolia Blvd 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 9
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 89 487 44 522 20 203 97 53 11 151 95 Act Effct Green (s) 55.9 49.2 53.1 43.7 53.1 37.6 28.6 28.6 27.1 17.7 32.2 Actuated g/C Ratio 0.53 0.47 0.51 0.42 0.51 0.36 0.27 0.27 0.26 0.17 0.31 v/c Ratio 0.20 0.32 0.09 0.37 0.02 0.46 0.10 0.11 0.03 0.26 0.17 Control Delay (s/veh) 14.4 17.1 20.3 31.0 1.4 26.7 28.3 0.4 19.1 37.8 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 14.4 17.1 20.3 31.0 1.4 26.7 28.3 0.4 19.1 37.8 2.7

LOS B B C C A C C A B D A
Approach Delay (s/veh) 16.7 29.2 23.2 24.0
Approach LOS B C C C
Queue Length 50th (ft) 31 101 15 103 0 88 25 0 4 42 0
Queue Length 95th (ft) 59 146 62 250 5 142 45 0 15 75 19 Internal Link Dist (ft) 1228 496 313 638
Turn Bay Length (ft) 560 125 210 195 60 75 210
Base Capacity (vph) 504 1541 555 1425 879 479 1107 570 420 879 629 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.18 0.32 0.08 0.37 0.02 0.42 0.09 0.09 0.03 0.17 0.15 Intersection Summary
Cycle Length: 105
Actuated Cycle Length: 105
Offset: 28 (27%), Referenced to phase 2:EBTL and 6:WBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.46
Intersection Signal Delay (s/veh): 23.2 Intersection LOS: C Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15
ATTACHMENT 3 - 110
Queues
10: 1st St & Orange Grove Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 183 153 28 34 87 25 114 141 57 75 315 Act Effct Green (s) 24.3 17.5 17.5 21.3 14.2 14.2 50.7 42.7 42.7 50.6 42.6 Actuated g/C Ratio 0.27 0.19 0.19 0.24 0.16 0.16 0.56 0.47 0.47 0.56 0.47 v/c Ratio 0.55 0.44 0.07 0.10 0.31 0.07 0.18 0.09 0.07 0.11 0.20 Control Delay (s/veh) 29.7 35.2 0.3 19.6 34.6 0.3 11.0 17.3 0.2 10.7 14.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 29.7 35.2 0.3 19.6 34.6 0.3 11.0 17.3 0.2 10.7 14.8

LOS C D A B C A B B A B B
Approach Delay (s/veh) 29.7 25.2 11.9 14.0
Approach LOS C C B B
Queue Length 50th (ft) 80 82 0 14 45 0 26 24 0 17 45
Queue Length 95th (ft) 110 121 0 28 76 0 67 53 0 48 94
Internal Link Dist (ft) 242 488 335 256
Turn Bay Length (ft) 44 44 45 25 128 118 65
Base Capacity (vph) 332 636 626 345 636 628 640 1621 770 720 1567 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.55 0.24 0.04 0.10 0.14 0.04 0.18 0.09 0.07 0.10 0.20 Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 21 (23%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.55
Intersection Signal Delay (s/veh): 19.5 Intersection LOS: B Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15
ATTACHMENT 3 - 111
Queues
11: 1st St & Olive Ave 06/18/2024
Post-Implementation AM 5:01 pm 06/10/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 11
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 119 483 27 644 69 163 195 52 152 73 Act Effct Green (s) 41.1 34.7 34.9 27.8 27.8 57.2 47.4 48.5 41.1 41.1 Actuated g/C Ratio 0.37 0.32 0.32 0.25 0.25 0.52 0.43 0.44 0.37 0.37 v/c Ratio 0.50 0.46 0.09 0.74 0.15 0.27 0.14 0.10 0.12 0.13 Control Delay (s/veh) 28.6 29.7 20.2 43.2 0.7 16.2 13.3 15.6 25.1 26.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 28.6 29.7 20.2 43.2 0.7 16.2 13.3 15.6 25.1 26.6

LOS C C C D A B B B C C
Approach Delay (s/veh) 29.5 38.4 14.6 23.7
Approach LOS C D B C
Queue Length 50th (ft) 54 139 12 218 0 60 26 18 37 34
Queue Length 95th (ft) 90 183 28 272 2 106 54 41 67 75
Internal Link Dist (ft) 1904 480 320 335
Turn Bay Length (ft) 675 80 75 150 95 65
Base Capacity (vph) 245 1059 350 995 525 632 1412 640 1278 563 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.49 0.46 0.08 0.65 0.13 0.26 0.14 0.08 0.12 0.13 Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 41 (37%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay (s/veh): 29.3 Intersection LOS: C Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15
ATTACHMENT 3 - 112
Queues
1: San Fernando Rd & Olive Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBT
Lane Group Flow (vph) 72 657 61 29 554 81 244
Act Effct Green (s) 24.0 24.0 24.0 24.0 24.0 24.0 52.0
Actuated g/C Ratio 0.27 0.27 0.27 0.27 0.27 0.27 0.58
v/c Ratio 0.50 0.72 0.15 0.26 0.61 0.20 0.26
Control Delay (s/veh) 39.2 34.3 6.8 33.3 35.5 10.8 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 39.2 34.3 6.8 33.3 35.5 10.8 10.9

LOS D C A C D B B
Approach Delay (s/veh) 32.6 32.4 10.9
Approach LOS C C B
Queue Length 50th (ft) 35 177 0 14 154 1 60
Queue Length 95th (ft) 72 212 26 m36 192 41 123
Internal Link Dist (ft) 480 455 280
Turn Bay Length (ft) 57 120 55 145
Base Capacity (vph) 197 1254 549 154 1254 517 941
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.37 0.52 0.11 0.19 0.44 0.16 0.26
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 59 (66%), Referenced to phase 2:NBTL and 6:, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay (s/veh): 29.4 Intersection LOS: C Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT 3 - 113
Queues
2: San Fernando Rd & Orange Grove Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 2
Lane Group EBL EBT WBT NBT
Lane Group Flow (vph) 69 222 284 318
Act Effct Green (s) 15.1 15.1 15.1 44.3
Actuated g/C Ratio 0.22 0.22 0.22 0.63
v/c Ratio 0.55 0.57 0.64 0.34
Control Delay (s/veh) 40.1 29.8 28.0 7.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 40.1 29.8 28.0 7.6

LOS D C C A
Approach Delay (s/veh) 32.3 28.0 7.6
Approach LOS C C A
Queue Length 50th (ft) 27 86 110 50
Queue Length 95th (ft) 62 137 129 113
Internal Link Dist (ft) 488 473 351
Turn Bay Length (ft) 46
Base Capacity (vph) 288 885 997 925
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.24 0.25 0.28 0.34
Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 70
Offset: 66 (94%), Referenced to phase 2:NBTL and 6:, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.64
Intersection Signal Delay (s/veh): 22.1 Intersection LOS: C Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15
ATTACHMENT 3 - 114
Queues
3: San Fernando Rd & Palm Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 3
Lane Group WBR NBT
Lane Group Flow (vph) 118 284
Act Effct Green (s) 15.6 44.4
Actuated g/C Ratio 0.22 0.63
v/c Ratio 0.36 0.30
Control Delay (s/veh) 13.8 8.8
Queue Delay 0.0 0.0
Total Delay (s/veh) 13.8 8.8

LOS B A
Approach Delay (s/veh) 8.8
Approach LOS A
Queue Length 50th (ft) 6 49
Queue Length 95th (ft) 53 106
Internal Link Dist (ft) 297
Turn Bay Length (ft)
Base Capacity (vph) 523 959
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.23 0.30
Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 70
Offset: 31 (44%), Referenced to phase 4:NBT, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.36
Intersection Signal Delay (s/veh): 10.3 Intersection LOS: B Intersection Capacity Utilization 46.4% ICU Level of Service A Analysis Period (min) 15
ATTACHMENT 3 - 115
Queues
4: San Fernando Rd & Magnolia Blvd 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 4
Lane Group EBT WBT NBL NBR
Lane Group Flow (vph) 801 532 164 144
Act Effct Green (s) 78.9 78.9 15.6 15.5
Actuated g/C Ratio 0.75 0.75 0.15 0.15
v/c Ratio 0.31 0.21 0.67 0.55
Control Delay (s/veh) 4.7 5.8 55.2 29.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 4.7 5.8 55.2 29.9

LOS A A E C
Approach Delay (s/veh) 4.7 5.8 43.4
Approach LOS A A D
Queue Length 50th (ft) 70 40 105 47
Queue Length 95th (ft) 101 119 165 105
Internal Link Dist (ft) 496 465 298
Turn Bay Length (ft) 62
Base Capacity (vph) 2571 2571 778 686
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.31 0.21 0.21 0.21
Intersection Summary
Cycle Length: 105
Actuated Cycle Length: 105
Offset: 33 (31%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.67
Intersection Signal Delay (s/veh): 12.3 Intersection LOS: B Intersection Capacity Utilization 46.4% ICU Level of Service A Analysis Period (min) 15
ATTACHMENT 3 - 116
Queues
5: 3rd St & Magnolia Blvd 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 5
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 203 710 28 445 42 280 110 257 124 Act Effct Green (s) 64.9 63.4 46.7 46.7 31.1 29.6 21.9 21.9 21.9 Actuated g/C Ratio 0.62 0.60 0.44 0.44 0.30 0.28 0.21 0.21 0.21 v/c Ratio 0.36 0.37 0.10 0.31 0.17 0.56 0.51 0.69 0.31
Control Delay (s/veh) 10.1 8.3 26.2 21.8 23.2 33.3 43.8 47.3 7.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0
Total Delay (s/veh) 10.1 8.3 26.2 21.8 23.2 33.4 43.8 47.3 7.5

LOS B A C C C C D D A
Approach Delay (s/veh) 8.7 22.1 32.1 36.5
Approach LOS A C C D
Queue Length 50th (ft) 51 86 11 98 19 146 66 161 0
Queue Length 95th (ft) 99 147 40 177 37 191 111 222 42
Internal Link Dist (ft) 465 456 312 312
Turn Bay Length (ft) 153 80 58 65 65
Base Capacity (vph) 560 1917 293 1436 265 997 450 778 693 Starvation Cap Reductn 0 0 0 0 0 171 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.37 0.10 0.31 0.16 0.34 0.24 0.33 0.18 Intersection Summary
Cycle Length: 105
Actuated Cycle Length: 105
Offset: 31 (30%), Referenced to phase 2:EBTL and 6:WBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay (s/veh): 21.2 Intersection LOS: C Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15
ATTACHMENT 3 - 117
Queues
6: 3rd St & Palm Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 6
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 192 115 44 301 28 507
Act Effct Green (s) 13.5 13.5 44.5 44.5 44.5 44.5
Actuated g/C Ratio 0.19 0.19 0.64 0.64 0.64 0.64
v/c Ratio 0.57 0.35 0.09 0.27 0.04 0.46
Control Delay (s/veh) 20.2 19.5 4.8 4.7 6.3 8.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.8
Total Delay (s/veh) 20.2 19.5 4.8 4.7 6.3 9.4

LOS C B A A A A
Approach Delay (s/veh) 20.2 19.5 4.7 9.3
Approach LOS C B A A
Queue Length 50th (ft) 49 31 5 34 3 80
Queue Length 95th (ft) 112 66 14 57 15 185
Internal Link Dist (ft) 480 422 309 312
Turn Bay Length (ft) 59 60
Base Capacity (vph) 640 670 491 1135 655 1096
Starvation Cap Reductn 0 0 0 0 0 312
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.30 0.17 0.09 0.27 0.04 0.65
Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 70
Offset: 21 (30%), Referenced to phase 2:SBTL and 6:NBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay (s/veh): 10.7 Intersection LOS: B Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
ATTACHMENT 3 - 118
Queues
7: 3rd St & Orange Grove Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 47 230 14 142 23 39 292 58 463
Act Effct Green (s) 14.6 14.6 14.6 14.6 14.6 43.4 43.4 43.4 43.4 Actuated g/C Ratio 0.21 0.21 0.21 0.21 0.21 0.62 0.62 0.62 0.62 v/c Ratio 0.20 0.60 0.07 0.38 0.07 0.08 0.26 0.09 0.44
Control Delay (s/veh) 16.2 19.9 20.5 25.6 3.0 7.3 7.6 5.4 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2
Total Delay (s/veh) 16.2 19.9 20.5 25.6 3.0 7.3 7.6 5.4 6.2

LOS B B C C A A A A A
Approach Delay (s/veh) 19.3 22.3 7.5 6.1
Approach LOS B C A A
Queue Length 50th (ft) 20 85 5 54 0 6 47 8 59
Queue Length 95th (ft) 46 139 17 90 8 21 106 m19 95
Internal Link Dist (ft) 473 469 337 309
Turn Bay Length (ft) 38 48 100 58 61
Base Capacity (vph) 478 722 381 746 621 507 1105 646 1063 Starvation Cap Reductn 0 0 0 0 0 0 0 0 142
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.32 0.04 0.19 0.04 0.08 0.26 0.09 0.50 Intersection Summary
Cycle Length: 70
Actuated Cycle Length: 70
Offset: 21 (30%), Referenced to phase 2:SBTL and 6:NBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.60
Intersection Signal Delay (s/veh): 11.5 Intersection LOS: B Intersection Capacity Utilization 75.2% ICU Level of Service D Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT 3 - 119
Queues
8: 3rd St & Olive Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 8
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 107 606 26 503 44 206 39 362
Act Effct Green (s) 55.0 55.0 55.0 55.0 24.0 24.0 24.0 24.0 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.27 0.27 0.27 0.27 v/c Ratio 0.22 0.29 0.06 0.25 0.33 0.43 0.15 0.76
Control Delay (s/veh) 23.4 22.5 10.1 9.2 30.9 27.1 23.6 35.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1
Total Delay (s/veh) 23.4 22.5 10.1 9.2 30.9 27.1 23.6 35.8

LOS C C B A C C C D
Approach Delay (s/veh) 22.6 9.3 27.8 34.6
Approach LOS C A C C
Queue Length 50th (ft) 62 187 5 60 20 92 17 166
Queue Length 95th (ft) 117 243 21 113 45 132 37 226
Internal Link Dist (ft) 455 444 350 337
Turn Bay Length (ft) 61 55 57 60
Base Capacity (vph) 492 2059 440 2047 219 777 418 757
Starvation Cap Reductn 0 0 0 0 0 0 0 23
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.22 0.29 0.06 0.25 0.20 0.27 0.09 0.49 Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 58 (64%), Referenced to phase 2:WBTL and 6:EBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay (s/veh): 22.1 Intersection LOS: C Intersection Capacity Utilization 80.2% ICU Level of Service D Analysis Period (min) 15
ATTACHMENT 3 - 120
Queues
9: 1st St & Magnolia Blvd 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 9
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 177 863 84 470 87 217 300 97 61 213 156 Act Effct Green (s) 56.3 46.0 51.1 41.3 50.9 37.9 26.3 26.3 27.3 17.7 29.6 Actuated g/C Ratio 0.54 0.44 0.49 0.39 0.48 0.36 0.25 0.25 0.26 0.17 0.28 v/c Ratio 0.37 0.60 0.27 0.35 0.11 0.50 0.35 0.21 0.19 0.37 0.29 Control Delay (s/veh) 16.0 25.7 20.7 32.2 5.1 27.4 33.1 3.6 21.8 39.6 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 16.0 25.7 20.7 32.2 5.1 27.4 33.1 3.6 21.8 39.6 5.0

LOS B C C C A C C A C D A
Approach Delay (s/veh) 24.0 27.0 26.4 24.5
Approach LOS C C C C
Queue Length 50th (ft) 65 244 32 105 1 95 83 0 24 61 0
Queue Length 95th (ft) 110 333 99 227 32 149 120 23 49 101 40 Internal Link Dist (ft) 1228 496 313 638
Turn Bay Length (ft) 558 124 210 196 59 76 210
Base Capacity (vph) 520 1441 370 1346 840 470 1107 558 377 879 582 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.34 0.60 0.23 0.35 0.10 0.46 0.27 0.17 0.16 0.24 0.27 Intersection Summary
Cycle Length: 105
Actuated Cycle Length: 105
Offset: 28 (27%), Referenced to phase 2:EBTL and 6:WBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.60
Intersection Signal Delay (s/veh): 25.3 Intersection LOS: C Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15
ATTACHMENT 3 - 121
Queues
10: 1st St & Orange Grove Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 151 163 33 137 225 101 197 400 132 141 475 Act Effct Green (s) 32.6 20.3 20.3 31.9 19.9 19.9 60.9 49.0 49.0 59.0 47.5 Actuated g/C Ratio 0.30 0.18 0.18 0.29 0.18 0.18 0.55 0.45 0.45 0.54 0.43 v/c Ratio 0.49 0.49 0.09 0.38 0.69 0.27 0.39 0.26 0.19 0.26 0.34 Control Delay (s/veh) 30.7 44.3 0.5 28.1 52.7 6.0 14.8 21.5 5.0 13.2 19.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 30.7 44.3 0.5 28.1 52.7 6.0 14.8 21.5 5.0 13.2 19.4

LOS C D A C D A B C A B B
Approach Delay (s/veh) 34.2 35.2 16.7 18.0
Approach LOS C D B B
Queue Length 50th (ft) 76 104 0 69 150 0 63 91 0 43 96
Queue Length 95th (ft) 114 158 0 104 215 30 121 152 42 88 158 Internal Link Dist (ft) 242 488 335 256
Turn Bay Length (ft) 44 44 44 26 128 118 66
Base Capacity (vph) 330 743 689 386 743 690 533 1525 691 597 1413 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.46 0.22 0.05 0.35 0.30 0.15 0.37 0.26 0.19 0.24 0.34 Intersection Summary
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 41 (37%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay (s/veh): 23.9 Intersection LOS: C Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period (min) 15
ATTACHMENT 3 - 122
Queues
11: 1st St & Olive Ave 06/18/2024
Post-Implementation PM 12:03 pm 06/11/2024 Post-Implementation Synchro 11 Report Fehr & Peers Page 11
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 311 920 38 498 123 219 372 62 273 155 Act Effct Green (s) 50.3 40.1 34.1 26.7 26.7 68.8 59.0 61.0 53.1 53.1 Actuated g/C Ratio 0.39 0.31 0.26 0.21 0.21 0.53 0.45 0.47 0.41 0.41 v/c Ratio 0.93 0.89 0.27 0.71 0.32 0.39 0.25 0.13 0.20 0.22 Control Delay (s/veh) 64.4 53.5 29.0 53.4 11.6 19.8 22.9 17.2 26.5 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 64.4 53.5 29.0 53.4 11.6 19.8 22.9 17.2 26.5 5.0

LOS E D C D B B C B C A
Approach Delay (s/veh) 56.2 44.2 21.7 18.5
Approach LOS E D C B
Queue Length 50th (ft) 195 388 20 208 10 94 94 24 76 0
Queue Length 95th (ft) #302 447 40 251 59 163 151 54 120 47 Internal Link Dist (ft) 1904 480 320 335
Turn Bay Length (ft) 675 80 75 150 95 65
Base Capacity (vph) 339 1028 292 999 503 564 1507 534 1397 705 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.92 0.89 0.13 0.50 0.24 0.39 0.25 0.12 0.20 0.22 Intersection Summary
Cycle Length: 130
Actuated Cycle Length: 130
Offset: 41 (32%), Referenced to phase 2:NBTL and 6:SBTL, Start of 1st Green Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay (s/veh): 40.5 Intersection LOS: D Intersection Capacity Utilization 84.4% ICU Level of Service E Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT 3 - 123