Alameda City Council
June 2, 2026

2201 Broadway | Suite 602 | Oakland, CA 94612 | (510) 834-3200 www.fehrandpeers.com
Draft Memorandum

Date: March 7, 2025
To: Natalie Noyes, David J. Powers & Associates
From: Sam Tabibnia and Henry Helmuth, Fehr & Peers
Subject: Alameda Aquatic Center Project – Transportation Impact Analysis OK20-0355.03
Fehr & Peers conducted a transportation assessment for the proposed development, an aquatic center including a one-story multi-purpose building, one 30-meter competition swimming pool, one activity pool, and spectator seating. This memorandum summarizes the Project description, trip generation, vehicle miles traveled (VMT) screening, traffic operations at intersections in the Project vicinity, and access and circulation around the Project vicinity.

Based on our analysis:

1. The Project would generate approximately 710 daily, 23 AM, and 66 PM peak hour automobile trips on a typical non-summer weekday, approximately 1,670 daily, 383 AM, and 149 PM peak hour automobile trips on a typical summer weekday, and approximately 840 daily automobile trips on a typical weekend day with no special events.

2. The Project is considered a local-serving use and is therefore presumed to have a less- than-significant impact on vehicle miles traveled (VMT).

3. The Project site plan dated February 14, 2025 meets the City of Alameda’s requirements for total number of automobile parking spaces, and short-term bicycle parking. However, it may not meet the City’s requirements for compact spaces, ADA accessible spaces, EV parking spaces, or long-term bicycle parking. It is recommended to review the final site plan to ensure that these City requirements are met.

EXHIBIT 2
Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

4. The Project would not substantially affect intersection level of service (LOS) at three nearby intersections (Atlantic Avenue/Wilma Chan Way, Atlantic Avenue/Bartlett Drive, and Atlantic Avenue/Challenger Drive)

5. Several on and off-site modifications are recommended to improve the multi-modal access and circulation for the Project. These recommendations are listed at the end of the memorandum and include provision of a left-turn lane on westbound Atlantic Avenue at the Project driveway, improving the midblock crosswalk across Atlantic Avenue, explicitly prohibiting parking and stopping along Atlantic Avenue, and designating the west curb along the Project frontage for passenger loading.

The remainder of this memorandum provides detail on our analysis assumptions, methodology, and findings.

1. Project Description
The Project would be located at 1100 Atlantic Avenue, along the south side of Atlantic Avenue east of Wilma Chan Way. The Cross Alameda Trail would form the south boundary of the site. The Project is anticipated to serve as the primary aquatic sport center for the City of Alameda and would be used for practices, swim meets, and public uses. The Project site is part of the Jean Sweeney Open Space Park and is currently vacant. Figure 1 shows the Project site plan.

The Project would provide 72 vehicular parking spaces in a surface parking lot on the east side of the Project. Parking would be accessed via one driveway on Atlantic Avenue, about 300 feet east of Bartlett Drive. The Project parking lot would provide a secondary access point through a drive aisle connecting to the adjacent parking lot for the College of Alameda Science Annex just east of the Project.

The Project would provide two long-term bicycle parking spaces in two lockers located on the south end of the Project site with adequate space to accommodate parking for 10 additional bikes for a total of 12 long-term bicycle parking spaces. Short-term bicycle parking would consist of bike racks accommodating 100 bicycles, provided just east of the main facility entrance and adjacent to the parking lot. Atlantic Avenue on the north side of the Project and the Cross Alameda Trail on the south side of the Project would provide pedestrian and bicycle connections for the Project.

The Project would provide a variety of programming throughout the year. Attachment A provides details on planned programming at the proposed aquatic center by time of year and day of week as estimated by the City of Alameda staff, and presents the estimated number of visitors Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

and staff and hours of operations by activity. The Project would be open seven days per week from 5:30 AM to 9:00 PM with most activities occurring from 2:00 PM to 9:00 PM on weekdays and 9:00 AM to 4:00 PM on weekends. The aquatic center would also host summer camp activities on weekdays from 8:00 AM to 7:30 PM, and special events, such as swim meets and water polo tournaments, throughout the year.

Table 1 summarizes the hours of activity and number of staff and visitors for weekdays and weekends under typical operations. During non-summer months, the Project is estimated to have about 275 visitors on a typical weekday, about 315 visitors on a typical weekend day, and three full-time and about five to ten part-time staff on both weekdays and weekends. During summer months, the Project would host summer camp activities on weekdays which would result in about 620 visitors and 20 to 30 part-time staff in addition to the three full-time staff.

The Project would also accommodate several special events. These events, which primarily consist of swim meets and water polo tournaments, would generally occur on weekends and can have up to 800 visitors throughout the event.

Table 1: Project Operation Characteristics
Season
Typical Weekday Typical Weekend
Hours of
Operations Visitors Staff Hours of
Operations Visitors Staff
Non-Summer
Main
Activities
5:30 AM to 9:00 PM
with most activities
from 2:00 PM to 9:00
PM
275
3 full-time
and 5-10
part-time
5:30 AM to 9:00 PM
with most activities
from 8:00 AM to 4:00
PM
315
3 full-
time and
5-10
part-time
Summer
Main
Activities
5:30 AM to 9:00 PM
with most activities
from 8:00 AM to 7:00
PM
320
3 full-time
and 5-10
part-time
5:30 AM to 9:00 PM
with most activities
from 8:00 AM to 4:00
PM
315
3 full-
time and
5-10
part-time
Summer
Camps
8:00 AM to 7:30 PM
with most camps
occurring from 9:00
AM to 4:00 PM
300 15-20
part-time None 0 0
Total
620
3 full-time
and 20-30
part-time
315
3 full-
time and
5-10
part-time
Source: Data provided by City of Alameda and summarized by Fehr & Peers, 2025. See Attachment A for details.

Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

2. VMT Evaluation
The effects of the Project on VMT is evaluated based on the guidance provided by the State’s Office of Planning and Research (OPR) in their Technical Advisory on Evaluating Transportation Impacts in CEQA. The OPR guidance recommends using an efficiency metric (such as VMT per person) than an absolute numeric threshold (such as total VMT) because an efficiency metric speaks to how efficiently the people at a given location travel. A project that contributes to a more efficient use of the transportation system would reduce the VMT per person.

According to the OPR guidance, screening criteria can be used to identify projects that can be expected to cause a less-than-significant impact without conducting a detailed analysis. Local- serving uses can be presumed to have a less-than-significant impact on VMT absent substantial evidence to the contrary. Local serving uses, such as grocery stores, local schools, and community centers, can be considered to have a less-than-significant impact on VMT because they would draw most of their users, customers, and/or visitors from a relatively small geographical area. The Project is the relocation and expansion of an existing aquatic center that primarily serves the City of Alameda residents. Most of the trips generated by the Project under typical conditions are expected to be local Alameda residents. In addition, the Project site is easily accessible by non- automobile modes. Class II bicycle lanes on Atlantic Avenue and the Class I Cross Alameda Trail provide non-motorized access adjacent to the site, and Webster Street, about 0.2 miles walking distance west of the Project site, provides high-frequency transit service.

Considering the Project use and availability of non-automobile modes, the Project can be considered a local-serving use and presumed to have a less-than-significant impact on VMT.

3. Trip Generation, Distribution, and Assignment
Trip Generation
Trip generation is the process of estimating the number of vehicles that would likely access the Project site. Fehr & Peers estimated the Project trip generation based on the anticipated programming at the site, including attendance and staffing estimates for various activities on typical weekdays and weekends, which are summarized in Table 1 with more detail in Attachment A.

Table 2 summarizes the daily trip generation for a weekday and a weekend, as well as weekday morning and evening peak commute hours for typical non-summer and summer months. In Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

addition to the visitor and staffing assumptions by time of day summarized in Table 1 and Attachment A, the trip generation is based on the following assumptions:
• Each adult visitor and staff would generate two trips, consisting of one trip to and one trip from the Project site.
• For main activities involving kids, 50% would be dropped off and picked up. These kids would generate four trips per day each, as their parents/guardians would drive to and from the site for both the drop-off and the pick-up. The other 50% would have parents park and wait. These kids would generate two trips per day, consisting of one trip to and one trip from the Project site.
• For all-day summer camps, all kids would be dropped off and picked up, generating four trips per day each.
• For 1.5-hour-long or shorter summer camps, parents/guardians would wait while kids would be at camp. These kids would generate two trips per day, consisting of one trip to and one trip from the Project site.
• For main activities, about 90% of visitors and staff would drive to the site with an average automobile occupancy of 1.1 persons per vehicle.
• For summer camps, about 95% of visitors and staff would drive to the site with an average automobile occupancy for kids of 1.5 persons per vehicle, and for staff of 1.1 persons per vehicle.
• All trip generation is increased by 10% to account for other trips such as deliveries, additional visitors, midday staff trips, and ridesourcing trips (Uber, Lyft, Taxi).

During non-summer periods, the Project is estimated to generate about 710 vehicle trips on a typical weekday, with about 23 trips during the weekday AM peak hour, and 66 trips during the weekday PM peak hour.

During the summer months, the Project would generate about 1,670 daily trips with about 383 trips during the weekday AM peak hour and 149 trips during the weekday PM peak hour. The Project would generate about 840 trips on typical weekend days during both summer and non - summer months.

Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

Table 2: Project Automobile Traffic Generation Summary
Season
Typical Weekday Typical
Weekend
Daily
AM Peak Hour PM Peak Hour
Daily
In Out Total In Out Total
Non-Summer
Main Activities 710 15 8 23 33 33 66 840
Typical Operations –
Non-Summer 710 15 8 23 33 33 66 840
Summer
Main Activities 880 39 39 78 61 60 121 840
Summer Camps 790 186 119 305 0 28 28 0
Typical Operations –
Summer 1,670 225 158 383 61 88 149 840
Notes:

Trip generation based on the following assumptions:
• Number of visitors and staffing levels per day and time of day as provided by the City of Alameda in December 2024 (and presented in Attachment A)
• Main Activities: Drive mode share of 90%, auto occupancy of 1.1 person per car for kid activities, 50% are dropped off and picked up and 50% park and wait during the activity. • Summer Camps: drive mode share of 95%, auto occupancy of 1.5 person per car. For all-day camps, four vehicle trips generated per kid: all kids are dropped off and picked up, and each drop-off and pick-up generates two trips (one inbound and one outbound). For shorter summer camps, parents/guardians would wait while kids at camp, generating two trips per day.
• Includes a 10% increase to account for other trips such as deliveries, rideshares, etc.

Source: Fehr & Peers, 2025.

Special Event Trip Generation
The Project anticipates accommodating a variety of special events throughout the year. The largest anticipated events would have up to 800 visitors and are expected a few times a year.

These events, which generally consist of swim meets and water polo tournaments, would generally occur on weekends from 9:00 AM to 7:00 PM. Most of the 800 visitors would arrive throughout the day and not remain at the site throughout the day. Although the Project could provide seating for up to 500 spectators, the Project does not anticipate having more than 150 visitors at once throughout most special events. No other activities are anticipated at the aquatic center at the same time as the special events.

Attendees for these events are assumed to have about 100% driving mode share with two people per car. The trip generation for special events is increased by 15% to account for other trips, such Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

as deliveries and ridesourcing trips. Based on these assumptions, a capacity event with 800 attendees and 20 staff would generate about 940 vehicle trips. Considering the low frequency of these events, the traffic operations analysis presented in the next section does not consider the trips generated by the special events.

Trip Distribution and Assignment
The trip distribution and assignment process is used to estimate how trips generated by the Project would be distributed across the roadway network. Based on existing travel patterns and locations of complimentary land uses, we determined directions of approach to and departure from the Project site. Figure 2 and Figure 3 show the resulting peak hour trip distribution and Project trip assignment for non-summer and summer months, respectively.

The following study intersections were selected in consultation with the City of Alameda staff because they are either adjacent to the site or are most likely to be affected by the Project:

1. Atlantic Avenue/Wilma Chan Way

2. Atlantic Avenue/Bartlett Drive

3. Atlantic Avenue/Challenger Drive

4. Atlantic Avenue/Project Driveway

4. Traffic Operations Analysis
Although transportation analysis under CEQA no longer recognizes vehicle delay as an environmental impact, intersection level of service (LOS) was evaluated to help identify potential transportation system improvements that could be implemented as part of the Project. LOS is a qualitative description of traffic operations from the vehicle driver perspective and consists of the delay experienced by the driver at the intersection. It ranges from LOS A, with no congestion and little delay, to LOS F, with excessive congestion and delays.

For this study, traffic operations during typical weekday AM and PM peak commute hours at the study intersections were evaluated under the following scenarios:
• Existing Conditions: Represents existing traffic volumes based on data collected in November 2024, as shown in Figure 4. Attachment B provides the detailed count data.

This scenario also accounts for the current signal timing parameters at the signalized study intersections including the recently implemented timings at the Atlantic Avenue/ Wilma Chan Way intersection which was completed as part of the Cross Alameda Trail Project to better accommodate pedestrians and bikes between the separated two -way Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

bicycle lanes and the sidewalk on the south side of Atlantic Avenue west of Wilma Chan Way with the walking and biking paths through the Jean Sweeney Open Space Park on the west side of Wilma Chan Way.
• Background No Project Conditions: Represents Existing Conditions plus traffic generated by proposed or approved but not completed major developments and transportation network changes in the Project vicinity, which consist of the following:
o 200 Wind River Way (120,000 square feet of research and development o 1501 Buena Vista Avenue (10 townhomes)
o 2015 Grand Street (90 townhomes plus five accessory dwelling units). This development project would also include the completion of Clement Avenue through the site (between Grand and Hibbard Streets).

Figure 5 shows the traffic volumes and the intersection configurations at the study intersections under this scenario.
• Background Plus Project Conditions (Non-Summer): Represents Background No Project Conditions plus traffic generated by the Project during the non-summer months, as shown in Figure 6.
• Background Plus Project Conditions (Summer): Represents Background No Project Conditions plus traffic generated by the Project during the summer months, as shown in Figure 7.

Based on the traffic volumes and the intersection configurations and signal timings under each scenario, Fehr & Peers calculated the vehicle delay and associated LOS at the study intersections using the Highway Capacity Manual 6th Edition methodologies as incorporated in the Synchro 12 software. Under all evaluated scenarios, the study intersections, including the Project Driveway on Atlantic Avenue, would operate at LOS D or better during both the AM and PM peak hours, as summarized in Table 3. Attachment C provides detailed LOS calculation sheets.

Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

Table 3: Intersection Level of Service Summary

Intersection
Traffic
Control
Peak
Hour
Existing
Conditions
Background
No Project
Conditions
Background
Plus Project
Conditions
(Non-Summer)
Background
Plus Project
Conditions
(Summer)
Delay
(sec)1 LOS Delay
(sec)1 LOS Delay
(sec)1 LOS Delay
(sec)1 LOS

1. Atlantic Avenue/
Wilma Chan Way Signal
AM 35 C 38 D 38 D 43 D
PM 34 C 37 D 37 D 38 D

2. Atlantic Avenue/
Bartlett Drive
Side-Street
Stop
AM <1 (10) B <1 (11) B <1 (11) B <1 (12) B
PM <1 (11) B 1 (12) B <1 (12) B <1 (12) B

3. Atlantic Avenue/
Challenger Drive
Signal
AM 27 C 28 C 28 C 30 C
PM 30 C 34 C 34 C 34 C

4. Atlantic Avenue/
Project Driveway2
Side-Street
Stop
AM - - - - <1 (11) B 4 (16) C
PM - - - - <1 (11) B 2 (12) B
Notes:

1. Average intersection delay and LOS are calculated using the HCM 6th edition. Average intersection delay is presented in seconds for all intersections. The worst approach delay is presented in parentheses for side street stop-controlled intersections.

2. Intersection does not exist under Existing or Background No Project Conditions.

Source: Fehr & Peers, 2025.

5. Site Access and Circulation Analysis
An evaluation of access and circulation for all travel modes based on the site plan dated February 14, 2025, and provided in Figure 1 is summarized below.

Automobile Access and Circulation
Automobile access would be provided via one main driveway on the south side of Atlantic Avenue, offset about 60 feet east of an existing driveway for the Marina Village Research Park, which is on the north side of Atlantic Avenue. The Project driveway would be 20 feet wide and provide direct access to a 72-space surface parking lot. The driveway would accommodate all turns into and out of the Project. A second driveway on the east side of the parking lot would connect the proposed parking lot and the existing parking lot for the College of Alameda Science Annex.

The driveway on Atlantic Avenue would provide a clear line-of-sight between a motorist 10 feet back from the sidewalk exiting the driveway and pedestrians on the sidewalk 10 feet away on Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

either side. Additionally, according to the Caltrans Highway Design Manual, the stopping sight distance for Atlantic Avenue (with a 25-mph posted speed limit) is 150 feet. The Project Driveway meets this sight distance for both motor vehicles and bicycles in both directions of Atlantic Avenue.

The Project driveway on Atlantic Avenue would connect to two two-way drive aisles generally parallel to Atlantic Avenue, which would accommodate 72 parking spaces generally along both sides of the two drive aisles. All parking spaces would be perpendicular to the 24-foot-wide two- way drive aisles, which would meet the dimensional requirement in the City of Alameda Municipal Code (Section 30-7.8), such that passenger vehicles would be able to maneuver into and out of all parking spaces.

Currently, Atlantic Avenue provides a painted median (two double yellow lines) east of the Marina Village Research Park driveway. To better accommodate left-turns from westbound Atlantic Avenue into the Project site, consider implementing the following (shown in Figure 8):

Recommendation 1: Stripe a 100-foot westbound left-turn lane with a 60-foot taper along Atlantic Avenue at the Project driveway.

The Project driveway would also provide access to an approximately 100-foot passenger loading area on the west side of the parking lot and adjacent to the Project entry plaza. Thus, passengers can be dropped off or picked up without crossing any vehicles.

Recommendation 2: Along the west side of the parking lot, Install R25(C) (CA) “Passenger Loading Only” signs and paint the curb white to discourage parking.

Automobile Parking
The Project parking lot would provide 72 parking spaces, consisting of four ADA accessible spaces and 68 non-accessible spaces. The Project would also provide three electric vehicle charging parking spaces including one ADA accessible space. Automobile parking requirements and the estimated parking demand for the Project are discussed below.

Automobile Parking Requirements
The City of Alameda Municipal Code (Section 30-7.3) requires off-street automobile parking, as summarized in Table 4. The City has no minimum parking requirement and has a maximum parking requirement of three spaces per 1,000 square feet of floor area for commercial recreation land uses. The Project is approximately 33,700 square feet, considering the building floor area, Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

enclosed outdoor area, and pools. This square footage corresponds to a maximum of 101 spaces per Code. The Project would provide 72 parking spaces, which is below the maximum and therefore meets Code requirements.

Table 4: Automobile Parking Requirements
Land Use Size
(SF)1
Required Off-Street
Parking Supply Parking
Supply
Within
Range?
Minimum Maximum2
Commercial
Recreation 33,700 0 101 72 Yes
Notes:

1. SF = Square Feet

2. Per City of Alameda Municipal Code 30-7.3 – Off-Street Vehicle Parking Regulations, Table A: Allowable Maximum Off-Street Parking Requirements, Commercial Recreation: up to three spaces are allowed per 1,000 SF.

Fehr & Peers, 2025.

The Code (Section 30-7.8) also requires that no more than 50% of parking spaces be compact (7.5 feet by 15 feet) and at least 50% of spaces be regular (8.5 feet by 18 feet). The 68 non-accessible spaces in the surface lot would be 8.5 feet by 16 feet. Although the parking space widths would meet the minimum width dimension for regular spaces, the parking space lengths would not meet the minimum length dimensions.

Recommendation 3: Review the final site plan to ensure at least 50% of all parking spaces provided are “regular” spaces (8.5 feet by 18 feet) per Code requirements.

Plug-in Electric Vehicle (EV) Charging Infrastructure
The City of Alameda Municipal Code (Section 30-7.5) requires that the Project provide EV-ready spaces with a mix of Level 1 and Level 2 charging capacities. For commercial recreation uses, the Code requires a minimum of 10% of parking spaces to be equipped with an installed EV Charging Station, corresponding to seven EV spaces required for the 72 spaces for the Project. As summarized in Table 5, the Project would provide 3 EV spaces, which would not meet Code requirements.

Recommendation 4: Review the final site plan to ensure that at least 10% of all parking spaces are equipped with an installed EV charging Station per Code requirements.

Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

Table 5: Electric Vehicle Charging and Accessible Parking Requirements Parking Type Size Required Provided Meets Code
Requirements?
EV Charging Requirements
EV Spaces 72 parking spaces
(provided by Project) 7 spaces1 3 spaces No
ADA-Accessible Parking Spaces
Passenger Vehicle
Accessible 101 parking spaces
(City Code maximum)
5 spaces2 4 spaces No
Van Accessible 1 space3 1 space Yes
Notes:

1. Per City of Alameda Municipal Code Section 30-7.5 – Off-Street Electric Vehicle (EV) Charging Requirements, Nonresidential (including commercial recreation), 10% of spaces shall be equipped with an Electric Vehicle Charging Station.

2. Per City of Alameda Municipal Code Section 30-7.3 – Off-Street Parking for Persons with Disabilities, accessible parking should be provided in accordance with California Building Code (CBC) requirements and be calculated based on the maximum number of parking spaces set forth for vehicles (101 for the Project). Per California Building Code (CBC) Section 11b-208.2, five total accessible parking spaces should be provided for between 101 to 150 total vehicular parking spaces.

3. Per CBC Section 1109A.8.6, one in every eight accessible spaces, but not less than one, shall be van accessible.

Fehr & Peers, 2025.

ADA Accessible Parking
The City of Alameda Municipal Code (Section 30-7.4) requires that Projects adhere to the California Building Code (Sections CBC 11B-208.2 and 1109.8.6) accessible parking requirements based on the maximum parking requirements (as calculated per Section 30-7.3). As shown in Table 4, the maximum parking for the Project site would be 101 spaces, compared to the 72 spaces provided by the Project. As summarized in Table 5, a parking lot with between 101 and 150 spaces requires at least five ADA accessible parking spaces. In addition, at least one of every eight accessible spaces (but not less than one) must be van accessible, which corresponds to one van accessible space required for the Project. The Project would provide four total accessible spaces, with 2 van accessible spaces, which would not meet the ADA accessible parking requirements.1
Recommendation 5: Review the final site plan to ensure that the Project meets the minimum ADA accessible parking requirements.

1 Although the Project would not meet the ADA accessible parking requirement for the maximum parking allowed at the Project, the 4 ADA accessible parking spaces would exceed the 3 spaces required for a 72- space parking lot.

Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

Estimated Parking Demand – Typical Operations
The Project parking demand is estimated based on the anticipated programming at the site and using the same transportation characteristics and similar assumptions used to estimate the trip generation discussed earlier in this memorandum.

Figure 9 shows the parking demand by time of day on a typical weekday during non-summer months. Most weekday activities are expected from 2:00 PM to 6:00 PM. The 72-space parking lot would generally accommodate the estimated demand through most of the day, except between 2:30 and 3:30 PM, when the estimated parking demand would exceed the parking lot capacity.

The parking demand is estimated to peak at around 3:00 PM, when about 83 parking spaces (corresponding to 116% occupancy) would be occupied. Vehicles not able to park at the Project parking lot are expected to use the adjacent College of Alameda Science Annex parking lot, which can be directly accessed through the Project parking lot. It is estimated that up to 11 vehicles may park in the College of Alameda Science Annex parking lot on a typical non-summer weekday.

Figure 9 - Parking Demand by Hour on a Typical Non-Summer Weekday

Figure 10 shows the parking demand by time of day on a typical summer weekday. Summer weekdays are expected to have more activities than non-summer weekdays, with most activities expected from 8:00 AM to 7:00 PM. The parking lot would continue to generally accommodate the estimated demand through most of the day. However, the parking demand is expected to exceed the parking lot capacity for several hours at various times of the day on a typical summer 0 10
20 30
40 50
60 70
80 90
100
7:00
AM
8:00
AM
9:00
AM
10:00
AM
11:00
AM
12:00
PM
1:00
PM
2:00
PM
3:00
PM
4:00
PM
5:00
PM
6:00
PM
7:00
PM
8:00
PM
9:00
PM
Weekday Parking Demand Parking Supply
Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

weekday. The summer weekday parking demand is estimated to peak at around 1:00 PM, when about 90 parking spaces (corresponding to about 125% occupancy) would be occupied. It is estimated that up to 18 vehicles that cannot park in the Project parking lot on a typical summer weekday may park in the College of Alameda Science Annex parking lot.

Figure 10 - Parking Demand by Hour on a Typical Summer Weekday

Figure 11 shows the parking demand by time of day on a typical weekend, assuming no special events. Weekends, regardless of season, are generally expected to have more activities than non- summer weekdays but less than summer weekdays. Most weekend activities are expected from 8:00 AM to 4:00 PM. Similar to weekdays, the parking lot would continue to generally accommodate the estimated parking demand through most of the weekend day. However, the parking demand is expected to exceed the parking lot capacity between 11:00 AM and 1:00 PM.

Parking demand is estimated to peak at around 11:00 AM, when about 90 parking spaces (corresponding to 125% occupancy) would be occupied. It is estimated that up to 18 vehicles that cannot park in the Project parking lot on a typical weekend may park in the College of Alameda Science Annex parking lot.
0 10
20 30
40 50
60 70
80 90
100
7:00
AM
8:00
AM
9:00
AM
10:00
AM
11:00
AM
12:00
PM
1:00
PM
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PM
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PM
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PM
6:00
PM
7:00
PM
8:00
PM
9:00
PM
Weekday Parking Demand Parking Supply
Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

Figure 11 - Parking Demand by Hour on a Typical Weekend

Estimated Parking Demand – Special Events
The Project anticipates a variety of special events that would occur infrequently and mostly on weekends. It is expected that no regular activities would be programmed when these large events , such as swim meets and water polo tournaments, are scheduled. The largest events would occur a few times a year and would have up to 800 attendees who would mostly arrive and leave throughout the day. Although the Project can accommodate up to 500 spectators, it does not anticipate exceeding 150 visitors at once for most events.

The parking demand for special events is estimated using the same assumptions as the trip generation presented earlier in this memorandum (100% driving mode share and two attendees per vehicle). The proposed 72 parking spaces would accommodate approximately 150 visitors at once, which is the typical maximum expected. For events that anticipate exceeding 150 visitors at once, including the Project capacity of 500 spectators, the Project would use the adjacent College of Alameda Science Annex parking lot.

Recommendation 6: Monitor parking demand at the Project site and consider one or more of the following if parking demand exceeds capacity during regular operations and/or special events:
0 10
20 30
40 50
60 70
80 90
100
7:00
AM
8:00
AM
9:00
AM
10:00
AM
11:00
AM
12:00
PM
1:00
PM
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6:00
PM
7:00
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8:00
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9:00
PM
Weekend Parking Demand Parking Supply
Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

• Encourage visitors and staff to use non-automobile modes to travel to and from the site through communicating information about transportation options, such as including information on transportation options on the Project website, in regular communications, on promotional material for special events, and postings at the main entrance.
• Encourage site staff to park in the College of Alameda Science Annex parking lot or other lots during peak demand times
• Limit most parking spaces to 2-hours to ensure availability for visitors • Ensure that the College of Alameda Science Annex parking lot and/or other parking lots in the Project vicinity can accommodate the Project parking demand overflow
Bicycle Access and Bicycle Parking
Bicycle Facilities
The following bicycle facilities are currently provided in the Project vicinity:
• Bike lanes in both directions on Atlantic Avenue between Wilma Chan Way and Sherman Street
• Bike lanes in both directions on Challenger Drive between Atlantic Avenue and Marina Village Parkway
• Bike path directly south of the Project through the Jean Sweeney Open Space Park between the Atlantic Avenue/Wilma Chan Way intersection and the Atlantic Avenue/ Sherman Street intersection (part of the Cross Alameda Trail, which is an approximately 4- mile low-stress bicycling and walking corridor that will extend between east and west sides of the Alameda island at buildout).
• Shared-use path on the east side of Wilma Chan Way extending between Atlantic Avenue in the south and Mariner Square Drive in the north and connecting to the Posey Tube path.

The Bikeway Vision network in City of Alameda Active Transportation Plan (December 2022) includes the following in the Project vicinity:
• Convert the existing bike lanes on Atlantic Avenue to buffered bike lanes. • Convert the existing bike lanes on Challenger Drive to separated bike lanes.

Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

• Complete north-south shared-use paths through the Jean Sweeney Open Space Park connecting the Cross Alameda Trail to nearby streets including Challenger Drive to the east of the Project site and to Eighth Street just south of the Project site.

The Project does not propose any modifications to the existing or proposed bicycle facilities.

Considering the Project location on Atlantic Avenue and that Atlantic Avenue does not provide on-street parking, it is possible that the bike lanes may be used for passenger loading.

Recommendation 7: Install R26(S) (CA) “No Stopping Anytime” signs and paint red curb on both sides of Atlantic Avenue along Project frontage to prohibit vehicles from using the existing Class II bicycle facilities for pickups and drop-offs.

Bicycle Parking Requirements
The City of Alameda Municipal Code (Section 30-7.6) requires development projects to provide long- and short-term on-site bicycle parking, as summarized in Table 6. Long-term bicycle parking includes lockers or secured enclosures, and short-term bicycle parking includes bicycle racks.

Table 6: Bicycle Parking Requirements
Land Use Size
Long-Term Bicycle Parking Short-Term Bicycle Parking
Spaces per SF Spaces per Unit
Commercial Recreation 33,700 SF 1 per 10,000 SF2 1 per 2,000 SF2 Minimum Required Bicycle Parking 3 17
Proposed Parking Spaces 2 100
Minimum Requirement Met? No Yes
Notes:

1. SF = Square Foot

2. Per City of Alameda Municipal Code Section 30-7.6 – Off-Street Bicycle Parking Requirements, Table B, one long- term bicycle parking space is required per 10,000 of floor area and one short-term bicycle parking space is required per 2,000 square feet of floor area for commercial recreation uses.

Fehr & Peers, 2025.

The Project would provide 100 short-term spaces and two long-term spaces, with adequate space to accommodate parking for 10 additional bikes for a total of 12 long-term bicycle parking spaces. The bicycle parking would be in the main plaza east of the Project parking lot and can be accessed from both Atlantic Avenue in the north and the Cross Alameda Trail in the south.

The Code requires one long-term bicycle parking space per 10,000 square feet of floor area and one short-term space per 2,000 square feet of floor area. This corresponds to three long-term and Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

17 short-term spaces required for the Project’s 33,700 square feet of total floor area. The Project would meet Code requirements for short-term parking and would not meet Code requirements for long-term parking.

Recommendation 8: Review the final site plan to ensure that at least three long-term bicycle parking spaces are provided in accordance with Code requirements.

Pedestrian Access and Circulation
Pedestrian access to the Project site would be provided via Atlantic Avenue and the Cross Alameda Trail on the south side of the Project. The main entrance to the Project would be served by an entry plaza which would connect to sidewalks along Atlantic Avenue, the Cross Alameda Trail, and the Project parking lot.

The Project proposes a marked crosswalk across Atlantic Avenue just west of the Project driveway and just east of the Marina Village Research Park driveway which is on the north side of the street.

The crosswalk would connect to the entry plaza through a diagonal path. Similar to the Project driveway, the crosswalk would exceed the minimum stopping sight distance for drivers on both directions of Atlantic Avenue.

Per the Federal Highway Administration Guide for Improving Pedestrian Safety at Uncontrolled Crossing Locations, potential safety countermeasures for the mid-block crosswalk were considered. According to Table 1 of the Guide, high-visibility crosswalk markings, Rectangular Rapid-Flashing Beacons (RRFBs), and a pedestrian refuge island (i.e., median) are candidate treatments for this location based on the average daily traffic volume (estimated at about 4,600 vehicles per day), roadway speed limit (posted at 25 mph), and lane configuration. To better accommodate pedestrians crossing Atlantic Avenue, consider implementing the following (shown in Figure 8):

Recommendation 9: Install the following at the proposed crosswalk across Atlantic Avenue between the Marina Village Research Park and the Project Driveways:
• high-visibility crosswalk markings
• Rectangular Rapid-Flashing Beacons (RRFBs) on both sides of the crosswalk • A raised center median between the Marina Village Research Park and the Project Driveways
Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

Transit Access
AC Transit is the primary bus service provider in the City of Alameda. Although there are no transit stops adjacent to the Project site, AC Transit operates lines at the following transit stops in the Project vicinity:
• Both directions of Webster Street at Atlantic Avenue (approximately 0.2 miles, walking distance, west of the Project site):
o Line 20: 30-minute headways on weekdays and weekends. o Line 51A: 15-minute headways on weekdays and weekends. o Line 96: 30-minute headways on weekdays and weekends. o Line 851: 60-minute headways every day from approximately 12:00 AM to 5:00 AM. o Line O: 30-minute headways on weekdays and weekends.
o Line W: 30-minute headways on weekdays from approximately 4:30 PM to 7:00 PM . • Atlantic Avenue/Challenger Drive (approximately 0.2 miles, walking distance, east of the Project site):
o Line 19: 60-minute headways on weekdays and weekends
the Project would not modify access between the Project site and these bus stops.

Emergency Vehicle Access
Emergency vehicles would access the Project site through the same vehicular access points on Atlantic Avenue and use the surface parking lot to access the Project site. The Project would not modify the existing roadway network, and the streets surrounding the Project site would continue to accommodate fire apparatuses. According to the California Fire Code (2019), fire apparatus access roads need to be no less than 20-feet-wide and shall always be unobstructed, which the Project meets. The Project parking lot would provide two access points; thus, if one access point is blocked, emergency vehicles can use the other access points to access the site.

The nearest fire station to the project site is Alameda Fire Station No. 2 at 635 Pacific Avenue, about 0.5 miles southwest of the Project. The additional traffic generated by the Project would not affect emergency vehicle response times.

6. Conclusion and Summary of Recommendations
Per site plan review, the Project would have adequate automobile, bicycle, pedestrian, and transit access and circulation. The following recommendations would improve access and circulation for the Project and ensure compliance with City of Alameda Code:

Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

Recommendation 1: Stripe a 100-foot westbound left-turn lane with a 60-foot taper along Atlantic Avenue at the Project driveway.

Recommendation 2: Along the west side of the parking lot, Install R25(C) (CA) “Passenger Loading Only” signs and paint the curb white to discourage parking.

Recommendation 3: Review the final site plan to ensure at least 50% of all parking spaces provided are “regular” spaces (8.5 feet by 18 feet) per Code requirements.

Recommendation 4: Review the final site plan to ensure that at least 10% of all parking spaces are equipped with an installed EV charging Station per Code requirements.

Recommendation 5: Review the final site plan to ensure that the Project meets the minimum ADA accessible parking requirements.

Recommendation 6: Monitor parking demand at the Project site and consider one or more of the following if parking demand exceeds capacity during regular operations and/or special events:
• Encourage visitors and staff to use non-automobile modes to travel to and from the site through communicating information about transportation options, such as including information on transportation options on the Project website, in regular communications, on promotional material for special events, and postings at the main entrance.
• Encourage site staff to park in the College of Alameda Science Annex parking lot or other lots during peak demand times
• Limit most parking spaces to 2-hours to ensure availability for visitors • Ensure that the College of Alameda Science Annex parking lot and/or other parking lots in the Project vicinity can accommodate the Project parking demand overflow
Recommendation 7: Install R26(S) (CA) “No Stopping Anytime” signs and paint red curb on both sides of Atlantic Avenue along Project frontage to prohibit vehicles from using the existing Class II bicycle facilities for pickups and drop-offs.

Recommendation 8: Review the final site plan to ensure that at least three long-term bicycle parking spaces are provided in accordance with Code requirements.

Alameda Aquatic Center Project – Transportation Impact Analysis March 7, 2025

Recommendation 9: Install the following at the proposed crosswalk across Atlantic Avenue between the Marina Village Research Park and the Project Driveways:
• high-visibility crosswalk markings
• Rectangular Rapid-Flashing Beacons (RRFBs) on both sides of the crosswalk • A raised center median between the Marina Village Research Park and the Project Driveways
Please contact Sam Tabibnia ([email protected] or 510-835-1943) for questions or comments.

Attachments:

Figure 1 – Site Plan
Figure 2 – Project Trip Distribution and Assignment (Non-Summer) Figure 3 – Project Trip Distribution and Assignment (Summer) Figure 4 – Existing Conditions Peak Hour Intersection Volumes, Lane Configurations and Traffic Controls
Figure 5 – Background No Project Conditions Peak Hour Intersection Volumes, Lane Configurations and Traffic Controls
Figure 6 – Background Plus Project Conditions (Non-Summer) Peak Hour Intersection Volumes, Lane Configurations and Traffic Controls
Figure 7 – Background Plus Project Conditions (Summer) Peak Hour Intersection Volumes, Lane Configurations and Traffic Controls
Figure 8 – Atlantic Avenue Conceptual Improvements

Attachment A – Planned Aquatic Center Programming
Attachment B – Intersection Volume Counts
Attachment C – LOS Calculation Sheets

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



   














 
 
 
 
 
 
 
 
 
  
 
 

  
Site Plan
Figure 1
Site Plan Source: ELS Architecture + Urban Design, Feb. 14, 2025 Figure 2
Project Trip Distribution and Assignment (Non-Summer)
2 (5)3 (7)4 (8)2 (8)2 (7)1 (5)1. Wilma Chan Wy/Atlantic Ave9 (20)5 (20)2. Bartlett Dr/Atlantic Ave1 (3)2 (10)2 (3)5 (10)3. Challenger Dr/Atlantic Ave5 (20)3 (13)9 (20)7 (13)4. Project Dwy/Atlantic AveAtlantic AveWilma Chan WyAtlantic AveBartlett DrAtlantic AveChallenger DrAtlantic AveProject Dwy

STOPSTOP
fcaacfccacfc affa1234
#Study IntersectionPeak Hour Traffic VolumeAM(PM)STOPStop Sign Traffic SignalLEGENDProject SiteProject Trip Distribution XX%
Figure 3
Project Trip Distribution and Assignment (Summer)
34 (9)45 (12)56 (15)40 (22)32 (18)24 (13)1. Wilma Chan Wy/Atlantic Ave135 (36)96 (53)2. Bartlett Dr/Atlantic Ave16 (9)46 (26)23 (6)68 (18)3. Challenger Dr/Atlantic Ave96 (53)62 (35)135 (36)91 (24)4. Project Dwy/Atlantic AveAtlantic AveWilma Chan WyAtlantic AveBartlett DrAtlantic AveChallenger DrAtlantic AveProjectDwy

STOPSTOP
fcaacfccacfc affa1234
#Study IntersectionPeak Hour Traffic VolumeAM(PM)STOPStop Sign Traffic SignalLEGENDProject SiteProject Trip Distribution XX%

Figure 4
Existing Conditions Peak Hour Intersection Volumes,
Lane Configurations and Traffic Controls
101 (111)667 (436)28 (31)52 (46)120 (131)113 (183)41 (55)297 (926)66 (64)56 (102)141 (104)36 (91)1. Wilma Chan Wy/Atlantic Ave10 (23)203 (204)20 (12)8 (7)4 (8)212 (279)2. Bartlett Dr/Atlantic Ave20 (36)189 (175)17 (44)116 (342)231 (181)188 (218)3. Challenger Dr/Atlantic AveAtlantic AveWilma Chan WyAtlantic AveBartlett DrAtlantic AveChallenger Dr STOP
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#Study IntersectionLane ConfigurationacfPeak Hour Traffic VolumeAM (PM)STOPStop Sign Traffic SignalLEGENDProject Site
Figure 5
Background No Project Conditions Peak Hour Intersection Volumes, Lane Configurations and Traffic Controls
110 (140)680 (450)30 (40)70 (70)150 (140)130 (210)50 (70)320 (970)90 (80)80 (110)160 (140)40 (100)1. Wilma Chan Wy/Atlantic Ave10 (30)250 (230)20 (20)10 (10)10 (10)260 (320)2. Bartlett Dr/Atlantic Ave30 (50)230 (190)30 (50)150 (370)240 (200)220 (260)3. Challenger Dr/Atlantic AveAtlantic AveWilma Chan WyAtlantic AveBartlett DrAtlantic AveChallenger Dr STOP
aacebfaaccfaceacgeacafe123
#Study IntersectionLane ConfigurationacfPeak Hour Traffic VolumeAM(PM)STOPStop Sign Traffic SignalLEGENDProject Site
Figure 6
Background Plus Project Conditions (Non-Summer) Peak Hour Intersection Volumes, Lane Configurations and Traffic Controls
110 (140)680 (450)32 (45)70 (70)153 (147)130 (210)50 (70)320 (970)94 (88)82 (118)162 (147)41 (105)1. Wilma Chan Wy/Atlantic Ave10 (30)259 (250)20 (20)10 (10)10 (10)265 (340)2. Bartlett Dr/Atlantic Ave31 (53)232 (200)32 (53)150 (370)240 (200)225 (270)3. Challenger Dr/Atlantic Ave5 (20)3 (13)250 (230)9 (20)260 (330)7 (13)4. Project Dwy/Atlantic AveAtlantic AveWilma Chan WyAtlantic AveBartlett DrAtlantic AveChallenger DrAtlantic AveProject Dwy

STOPSTOP
aacebfaaccfaceacgeacafegeac1234
#Study IntersectionLane ConfigurationacfPeak Hour Traffic VolumeAM(PM)STOPStop Sign Traffic SignalLEGENDProject Site
Figure 7
Background Plus Project Conditions (Summer) Peak Hour Intersection Volumes, Lane Configurations and Traffic Controls
110 (140)680 (450)64 (49)70 (70)195 (152)130 (210)50 (70)320 (970)146 (95)120 (132)192 (158)64 (113)1. Wilma Chan Wy/Atlantic Ave10 (30)385 (266)20 (20)10 (10)10 (10)356 (373)2. Bartlett Dr/Atlantic Ave46 (59)276 (216)53 (56)150 (370)240 (200)288 (278)3. Challenger Dr/Atlantic Ave96 (53)62 (35)250 (230)135 (36)260 (330)91 (24)4. Project Dwy/Atlantic AveAtlantic AveWilma Chan WyAtlantic AveBartlett DrAtlantic AveChallenger DrAtlantic AveProject Dwy

STOPSTOP
aacebfaaccfaceacgeacafegeac1234
#Study IntersectionLane ConfigurationacfPeak Hour Traffic VolumeAM (PM)STOPStop Sign Traffic SignalLEGENDProject Site
A
Stripe high-visibility
crosswalk
Stripe 100' le/f_t
turn pocket
and 60' taper
Install R26(S) (CA)
"No Stopping Anytime"
signs and paint red curb
on both sides of Atlantic
Avenue along the
Project frontage
Construct raised median
Install RRFB
Atlantic Avenue Conceptual Improvements
Figure 8
Site Plan Source: ELS Architecture + Urban Design, Feb. 14, 2025 Not to Scale

Attachment A
Planned Aquatic Center Programming

Fall, Winter and Spring-Main
Pool/RoomActivitesMon-ThurAvg FridayAvg SaturdayAvg SundayAvg # StaffDays of WeekTimes of Days Comp and TrainingLap Swim 9:30am-12pm30 9:30am-12pm30 5:30-7am25 5:30-7am25 5 Monday-SundayM-F 9:30-12pm, Sat & Sun 5:30am-7amComp Masters 5:30am-9:30am35 5:30am-9:30am35 7:00-9am35 7:00-9am35 5 Monday-SundayM-F 5:30am-9:30am, Sat &Sun 7-9amComp Youth Teams 4-9pm 50 4-9pm50 9:am-11am40 9:am-11am40 5 Monday-SundayM-F 4-9pm, Sat & Sun 9am-11amComp and TrainingSwim lessons Private2-4pm 10 2-4pm10 8am-4pm20 8am-4pm20 15 Monday-SundayM-F 2-4pm, Sat & Sun 8-4pmComp and TrainingSwim Lessons- Group2-4pm 10 2-4pm10 8am-4pm75 8am-4pm75 20 Monday-SundayM-F 2-4pm, Sat & Sun 8-4pmComp Youth - Water Polo 4-9pm 40 4-9pm40 12-6pm40 12-6pm40 5 Monday-SundayM-F 4-9pm, Sat & Sun 12-6pmComp Adult - Water Polo 11am-12pm40 11am-12pm40 5 Monday-SundaySat & Sun 11am - 12pmComp Specialty Users 2-4pm 55 2-4pm55 6-9pm40 6-9pm40 5 Monday-SundayM-F 2-4pm, Sat & Sun 6-9pmComp Masters 12-2pm45 12-2pm45 5 Monday-FridayM-F 12-2pm Fall, Winter and Spring-Camps
Pool/RoomActivitesMon-ThurAvg FridayAvg SaturdayAvg SundayAvg # StaffDays of WeekTimes of Days Comp, TrainingBreak Camp-Thanksgiving9am-4pm50 9am-4pm50 10 Monday-Friday9am-4pmComp, TrainingBreak Camp-Winter Break( DEC-JAN)9am-4pm50 9am-4pm50 10 Monday-Friday9am-4pmComp, TrainingBreak Camp-Winter Break( DEC-JAN)9am-4pm50 9am-4pm50 10 Monday-Friday9am-4pmComp, TrainingBreak Camp-Feb break9am-4pm50 9am-4pm50 10 Monday-Friday9am-4pmComp, TrainingBreak Camp-Spring Break9am-4pm50 9am-4pm50 10 Monday-Friday9am-4pm Fall, Winter and Spring - Special Events
Pool/RoomActivitesMon-ThurAvg FridayAvg SaturdayAvg SundayAvg # StaffDays of WeekTimes of Days Comp, TrainingSwim Meets 3-7pm500 3-7pm500 9am -7pm800 9am-7pm800 10 Monday-SundayM-F 3-7pm, Sat & Sun 9am-7amComp, TrainingWater Polo Meets/Tournments12-7pm200 12-7pm200 9am-7pm800 9am-7pm800 5 Monday-SundayM-F 12-7pm, Sat & Sun 9am-7amComp, TrainingPumpkin Patch Pool Party 9am-6pm125 9am-6pm125 15 Saturday and SundaySat and Sun 9am-6pmComp, TrainingTurkey Dip - Thanksgiving Day Swim7am-3pm75 15 Thursday 7am-3pmComp, TrainingNorth Pole Swim 12-3pm150 12-3pm150 15 Saturday and SundaySat and Sun 12-3pmComp, TrainingSnowman Family Pool Party 12-3pm150 12-3pm150 15 Saturday and SundaySat and Sun 12-3pmComp, TrainingEaster Event 9-3pm150 9-3pm150 15 Saturday and SundaySat and Sun 9am-3pmComp, TrainingUser events 9-2pm800 10 Saturday and SundaySat and Sun 9am-2pm Summer - Main
Pool/RoomActivitesMon-ThurAvgFridayAvgSaturdayAvgSundayAvg# StaffDays of WeekTimes of Days Comp, TrainingLap Swim 9:30am-12pm30 9:30am-12pm30 5:30-7am25 5:30-7am25 5 Monday-SundayM-F 9:30-12pm, Sat & Sun 5:30am-7amComp Masters 5:30am-9:30am35 5:30am-9:30am35 7:00-9am35 7:00-9am35 5 Monday-SundayM-F 5:30am-9:30am, Sat &Sun 7-9amComp Youth Teams 4-9pm 50 4-9pm50 9:am-11am40 9:am-11am40 5 Monday-SundayM-F 4-9pm, Sat & Sun 9am-11amComp, TrainingSwim lessons Private8am-7pm20 8am-4pm20 8am-4pm20 15 Monday-SundayM-F 2-4pm, Sat & Sun 8-4pmComp, TrainingSwim Lessons- Group8am-7pm100 8am-4pm100 8am-4pm75 20 Monday-SundayM-F 2-4pm, Sat & Sun 8-4pmComp Youth - Water Polo4-9pm 40 4-9pm40 12-6pm40 12-6pm40 5 Monday-SundayM-F 4-9pm, Sat & Sun 12-6pmComp Adult - Water Polo 11am-12pm40 11am-12pm40 5 Monday-SundaySat & Sun 11am - 12pmComp Specialty Users 6-9pm40 6-9pm40 5 Monday-SundayM-F 2-4pm, Sat & Sun 6-9pmComp Masters 12-2pm45 12-2pm45 5 Monday-FridayComp, TrainingPublic Swim 1-4pm 125 4-6pm125 4-6pm125 F 1-4pm, Sat and sun 4-6pm Summer -Camps
Pool/RoomActivitesMon-ThurAvgFridayAvgSaturdayAvgSundayAvg# StaffDays of WeekTimes of Days Comp, TrainingWeekly Camps 9am-4pm100 20 Monday-Thursday9am-4pmComp, TrainingIntro To swim 6-7:30pm45 2 Monday-Thursday6-7:30pmComp, TrainingTriathlon Camp 8-9am 30 2 Monday-Thursday8-9amComp, TrainingPolo Camp 9am-4pm45 4 Monday-Thursday9am-4pmComp, TrainingDive Camp 9am-4pm30 3 Monday-Thursday9am-4pmComp, TrainingAquatic Interns 9am-4pm50 9am-4pm50 3 Monday-Friday 9am-4pm Summer - Special Events
Pool/RoomActivitesMon-ThurAvgFridayAvgSaturdayAvgSundayAvg# StaffDays of WeekTimes of Days Comp, TrainingSwim Meets 9am -7pm800 9am-7pm800 10 Saturday-Sunday, Sat & Sun 9am-7amComp, TrainingWater Polo Meets/Tournments 9am-7pm800 9am-7pm800 5 Saturday-SundaySat & Sun 9am-7amComp, TrainingDive-In Movie 6-10pm400 20 Saturday Saturday 6-10pmComp, TrainingCity Swim Meet 4-9 150 9am-6pm600 9am -2pm400 20 Friday-SundayFriday 4-9pm, Sat 9-6am and Sun 9-2pmComp, TrainingJuly 4th Swim 1-6pm 200 20 July 4th 1-6pm

Attachment B
Intersection Volume Counts

www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
9 10
13 20
38 30
17 18
155
105780 0 1 11 5 11
19 108
Peak Hour 5 4 13 4 26 0 1
1 0 0 1 20 8Count Total 14 9 18 12 53 0
0 2 100 0 0 0 0 68:45 AM 2 0 3 2 7
0 0 2 0 3 12
22 8:30 AM 1 1 1 1 4 0 0 0
0 0 0 2 2 4
2 31
8:15 AM 1 1 4 1 7 0 0
1 0 0 1 5 0
3 2 13
8:00 AM 1 2 4 1 8 0
0 0 0 0 0 2
1 2 8
7 7:30 AM 1 3 0 0 4 0 0 0
0 0 0 0 0 3
2 8 0
EB WB NB SB Total East
7:45 AM 2 0 4 1 7
0 0 2
- 4% 1%HV% - 2% 3% 0% 100%
1 5
7:15 AM 3 1 0 4 8 0 0
0 0 0 0 1 2
West North South
7:00 AM 3 1 2
2 101 667 28 0 66 297113 1 35 141 56 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
0% - 0% 1% 0% 2%6% 0% 2%
Peak
Hour
All 0 52 120
101 0 141 1,246 50 0
0 0 4 0 26 00 1 0 4 9 0
41 1,718 0
HV 0 1 4 0 1
Count Total 0 86 187 164 1 56 185 118 515 63 2,913 0
385 1,715164 13 0 20 81 80 7 10 10 0 8
19 76 11 416 1,718
8:45 AM 0 14 28 22
7 0 26 143 6 0
491 1,621
8:30 AM 0 16 40 33 0 10 29
191 11 0 20 97 90 6 28 16 0 27
13 64 10 423 1,398
8:15 AM 0 13 39 34
18 0 33 146 4 0
388 1,198
8:00 AM 0 13 21 33 1 13 54
187 7 0 14 60 110 6 30 15 0 15
20 48 7 319 0
7:45 AM 0 10 20 13
13 0 12 170 5 0
268 0
7:30 AM 0 5 13 9 0 3 14
137 4 0 7 52 30 5 11 7 0 10
5 37 4 223 0
7:15 AM 0 7 16 9
15 0 10 108 0 07:00 AM 0 8 10 11 0 6 9

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
Atlantic Ave Atlantic Ave Wilma Chan Way Wilma Chan Way 15-min Total

UT LT TH RT
Date: 11/19/2024
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 1.0% 0.80
TOTAL 1.5% 0.87
TH RT
WB 1.7% 0.68
NB 1.6% 0.87
Peak Hour: 7:45 AM 8:45 AM
HV %: PHF
EB 1.8% 0.80
0 0
0 0
0 0
0 0
0 0
1 0
11 78
5 11
N
Wilma Chan Way
Atlantic Ave
Atlantic Ave Wilma Chan Way
Atlantic Ave
Wilma Chan Way
1,718TEV:

0.87PHF: 41
297
66 404
775
0 56
141
35 233
215
1 28
667
101
796
445
0 113
120
52 285
283
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
000 0 1 0
000 0 1 0
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 1 0
0 0 0
0 THLT
10 0 0 00 0
1 000 0 0
0 0
0 0
Peak Hour
0 0Count Total
0 1000 00 0 0 0
0 1
8:45 AM
0 0 0 0
1 8:30 AM
00 0 0 00 0
1 1
8:15 AM
0 0 0
0 0 0
0 0 0
0 0 0
0 8:00 AM
000 0
0 0
7:45 AM
0 0 0 0
0 7:30 AM
00 0 0 00 07:15 AM 0
0 0
0 0 0
0 07:00 AM
RT
26 0
Interval
Start
Atlantic Ave Atlantic Ave Wilma Chan Way Wilma Chan Way 15-min
Total
Rolling
One Hour
9 0 0 0 4 01 2 0 1 0 4

RTTHLT RTTHLTRT
0 12 0 53 0
Peak Hour 0 1 4 0
1 0 4 14 0 0Count Total 0 2 12 0 1 2 5
7 263 0 0 0 2 00 0 0 0 0 0
0 1 0 4 26
8:45 AM 0 0 2 0
0 0 0 1 0 0
7 26
8:30 AM 0 0 1 0 0 1 0
4 0 0 0 1 00 0 0 1 0 0
0 1 0 8 27
8:15 AM 0 0 1 0
0 0 2 2 0 0
7 27
8:00 AM 0 1 0 0 1 1 0
2 0 0 0 1 00 0 0 0 0 2
0 0 0 4 0
7:45 AM 0 0 2 0
0 0 0 0 0 0
8 0
7:30 AM 0 0 1 0 0 0 3
0 0 0 0 4 00 0 1 0 0 0
0 2 0 8 0
7:15 AM 0 0 3 0
0 0 0 2 0 0
TH RT
7:00 AM 0 1 2 0 0 0 1

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
Atlantic Ave Atlantic Ave Wilma Chan Way Wilma Chan Way 15-min
Total
Rolling
One HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
23 16
18 26
19 19
11 17
149
82470 0 0 18 5 12
21 97
Peak Hour 0 1 0 4 5 0 0
1 0 0 1 24 7Count Total 2 3 2 8 15 0
0 2 140 0 0 0 0 15:45 PM 1 0 0 1 2
0 0 0 1 3 7
12 5:30 PM 0 1 0 0 1 0 0 0
0 0 0 4 1 2
0 14
5:15 PM 0 0 0 0 0 0 0
0 0 0 0 5 0
2 4 16
5:00 PM 0 0 0 1 1 0
0 0 0 0 0 4
2 6 5
11 4:30 PM 0 0 0 1 1 0 0 0
0 0 1 1 1 3
1 2 0
EB WB NB SB Total East
4:45 PM 0 1 0 2 3
0 0 5
- 0% 0%HV% - 0% 0% 0% -
1 18
4:15 PM 1 1 1 2 5 0 1
0 0 0 0 4 0
West North South
4:00 PM 0 0 1
0 111 436 31 0 64 926183 0 91 104 102 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
0% - 0% 0% 0% 0%0% 1% 0%
Peak
Hour
All 0 46 131
169 0 194 914 49 0
0 0 4 0 5 01 0 0 0 0 0
55 2,280 0
HV 0 0 0 0 0
Count Total 0 88 265 353 0 137 192 132 1,709 100 4,302 0 501 2,226114 6 0 15 208 80 12 21 22 0 19
29 226 13 529 2,254
5:45 PM 0 11 29 36
14 0 22 105 4 0
597 2,280
5:30 PM 0 9 26 49 0 11 21
119 8 0 13 256 140 26 23 27 0 27
11 218 17 599 2,206
5:15 PM 0 10 27 47
33 0 33 93 8 0
529 2,076
5:00 PM 0 16 43 61 0 40 26
103 8 0 16 225 100 11 31 23 0 21
24 227 14 555 0
4:45 PM 0 14 28 39
19 0 30 121 7 0
523 0
4:30 PM 0 6 33 36 0 14 24
123 6 0 15 214 150 9 22 12 0 25
9 135 9 469 0
4:15 PM 0 8 31 43
19 0 17 136 2 04:00 PM 0 14 48 42 0 14 24

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
Atlantic Ave Atlantic Ave Wilma Chan Way Wilma Chan Way 15-min Total

UT LT TH RT
Date: 11/19/2024
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 0.4% 0.92
TOTAL 0.2% 0.95
TH RT
WB 0.3% 0.75
NB 0.0% 0.91
Peak Hour: 4:30 PM 5:30 PM
HV %: PHF
EB 0.0% 0.75
0 0
0 0
0 0
0 0
0 0
0 0
12 47
5 18
N
Wilma Chan Way
Atlantic Ave
Atlantic Ave Wilma Chan Way
Atlantic Ave
Wilma Chan Way
2,280TEV:

0.95PHF: 55
926
64 1,045
584
0 102
104
91 297
226
0 31
436
111
578
1,200
0 183
131
46 360
270
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
000 0 0 0
000 0 1 0
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 0 0
0 1 0
0 THLT
00 0 0 00 0
1 000 0 0
0 0
0 0
Peak Hour
0 0Count Total
0 0000 00 0 0 0
0 0
5:45 PM
0 0 0 0
0 5:30 PM
00 0 0 00 0
0 1
5:15 PM
0 0 0
0 0 0
0 0 0
0 0 0
1 5:00 PM
000 0
0 0
4:45 PM
0 0 0 0
0 4:30 PM
10 0 0 00 04:15 PM 0
0 0
0 0 0
0 04:00 PM
RT
5 0
Interval
Start
Atlantic Ave Atlantic Ave Wilma Chan Way Wilma Chan Way 15-min
Total
Rolling
One Hour
0 0 0 0 4 00 0 1 0 0 0

RTTHLT RTTHLTRT
0 7 1 15 0
Peak Hour 0 0 0 0
0 0 1 1 0 0Count Total 0 0 1 1 0 1 2
2 40 0 0 0 1 00 0 0 0 0 0
0 0 0 1 5
5:45 PM 0 0 0 1
0 0 0 0 0 0
0 5
5:30 PM 0 0 0 0 0 0 1
0 0 0 0 0 00 0 0 0 0 0
0 1 0 1 10
5:15 PM 0 0 0 0
0 0 0 0 0 0
3 11
5:00 PM 0 0 0 0 0 0 0
0 0 0 0 2 00 0 1 0 0 0
0 1 0 1 0
4:45 PM 0 0 0 0
0 0 0 0 0 0
5 0
4:30 PM 0 0 0 0 0 0 0
0 0 0 0 1 10 1 0 0 0 1
0 1 0 2 0
4:15 PM 0 0 1 0
0 0 0 1 0 0
TH RT
4:00 PM 0 0 0 0 0 0 0

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
Atlantic Ave Atlantic Ave Wilma Chan Way Wilma Chan Way 15-min
Total
Rolling
One HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
1 0
1 3
6 3
1 3
18 1340 1 5 0 6 3
6 5
Peak Hr 5 4 0 0 9 4 0
0 0 1 5 0 7Count Total 13 9 0 0 22 4
1 2 00 0 0 0 0 08:45 AM 2 0 0 0 2
0 1 0 0 0 1
2 8:30 AM 1 1 0 0 2 1 0 0
0 0 1 0 1 0
0 1
8:15 AM 2 1 0 0 3 1 0
0 0 1 2 0 5
0 3 0
8:00 AM 0 2 0 0 2 1
1 0 0 0 1 0
0 1 0
0 7:30 AM 1 3 0 0 4 0 0 0
0 0 0 0 0 0
0 4 0
EB WB NB SB Total East
7:45 AM 2 0 0 0 2
0 0 0
- - -HV% 0% 0% 2% - 0%
0 1
7:15 AM 3 0 0 0 3 0 0
0 0 0 0 0 0
West North South
7:00 AM 2 2 0
0 0 0 0 0 8 00 1 0 211 4 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
- - 0% - 0% 2%- 2% 0%
Peak
Hour
All 2 8 203
5 0 0 0 0 0
0 0 0 0 9 04 0 0 0 0 0
20 457 0
HV 0 0 5 0 0
Count Total 3 19 332 0 1 0 315 11 0 27 713 0
93 4530 0 0 1 0 10 0 30 0 0 0
0 0 2 110 457
8:45 AM 0 6 55 0
2 0 0 0 0 0
127 418
8:30 AM 1 1 62 0 0 0 42
0 0 0 4 0 40 0 47 1 0 0
2 0 7 123 339
8:15 AM 0 4 67 0
0 0 0 0 0 0
97 260
8:00 AM 1 3 34 0 1 0 75
0 0 0 2 0 70 0 47 1 0 0
1 0 1 71 0
7:45 AM 0 0 40 0
1 0 0 0 0 0
48 0
7:30 AM 0 2 37 0 0 0 29
0 0 0 1 0 30 0 18 0 0 0
0 0 2 44 0
7:15 AM 1 1 24 0
0 0 0 0 0 07:00 AM 0 2 13 0 0 0 27
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
Atlantic Av Atlantic Av n/a Bartlett Dr 15-min
Total

UT LT TH RT
SB 0.0% 0.78
TOTAL 2.0% 0.90

TH RTUT LT TH RT UT LT
WB 1.9% 0.71
NB - -
Peak Hour: 7:45 AM 8:45 AM
HV %: PHF
EB 2.3% 0.75
Date: 11/19/2024
Peak Hour Count Period: 7:00 AM 9:00 AM
4 0
1 0
0 0
3 4
6 0
N
Bartlett Dr
Atlantic Av
Atlantic Av
Bartlett Dr
Atlantic Av
457TEV:

0.9PHF: 20
8 28
12 0
4 211 216
212
1 203
8213
233
2 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 1 5 00 0 0 0 0 0Peak Hour 0 4 0 0 0
0 0 0 1 5 0Count Total 0 4 0 0 0 0 0 0
40 0 0 0 0 0
1 5
8:45 AM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 1 4
8:30 AM 0 1 0 0 0 0
0 0 0 0 0 08:15 AM 0 1 0 0 0
0 0 0 1 2 3
1 8:00 AM 0 1 0 0 0 0 0 0
0 0 0 0 0 1
0 0
7:45 AM 0 1 0 0 0 0 0
0 0 0 0 0 0
0 0 0
7:30 AM 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0
7:15 AM 0 0 0 0 0
0 0 0 0 0 0

TH RT LT TH RT
7:00 AM 0 0 0 0
Westbound Northbound Southbound

LT TH RT LT TH RT LT
9 0
Interval
Start
Atlantic Av Atlantic Av n/a Bartlett Dr
15-min
Total
Rolling
One HourEastbound
0 0 0 0 0 00 0 4 0 0 0
0 0 0 22 0
Peak Hour 0 0 5 0
0 0 0 0 0 0Count Total 0 0 13 0 0 0 9
2 90 0 0 0 0 00 0 0 0 0 0
0 0 0 2 9
8:45 AM 0 0 2 0
0 0 0 0 0 0
3 11
8:30 AM 0 0 1 0 0 0 1
0 0 0 0 0 00 0 1 0 0 0
0 0 0 2 11
8:15 AM 0 0 2 0
0 0 0 0 0 0
2 13
8:00 AM 0 0 0 0 0 0 2
0 0 0 0 0 00 0 0 0 0 0
0 0 0 4 0
7:45 AM 0 0 2 0
0 0 0 0 0 0
3 0
7:30 AM 0 0 1 0 0 0 3
0 0 0 0 0 00 0 0 0 0 0
0 0 0 4 0
7:15 AM 0 0 3 0
0 0 0 0 0 0
TH RT
7:00 AM 0 0 2 0 0 0 2

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
Atlantic Av Atlantic Av n/a Bartlett Dr
15-min
Total
Rolling
One HourEastbound Westbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
3 2
2 3
2 2
0 0
14 930 0 4 0 4 2
5 3
Peak Hr 0 1 0 0 1 2 2
3 0 0 8 0 6Count Total 1 3 0 0 4 5
0 0 00 0 0 0 0 05:45 PM 0 0 0 0 0
0 0 0 0 0 0
0 5:30 PM 0 1 0 0 1 0 0 0
0 0 1 0 2 0
0 1
5:15 PM 0 0 0 0 0 0 1
0 0 0 1 0 1
0 2 1
5:00 PM 0 0 0 0 0 1
0 0 0 0 0 0
1 0 1
0 4:30 PM 0 0 0 0 0 1 1 0
0 0 0 0 1 1
0 0 3
EB WB NB SB Total East
4:45 PM 0 1 0 0 1
0 2 0
- - -HV% 0% 0% 0% - -
2 0
4:15 PM 1 1 0 0 2 0 0
1 0 0 4 0 1
West North South
4:00 PM 0 0 0
0 0 0 0 0 7 00 0 0 279 8 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
- - 0% - 0% 0%- 0% 0%
Peak
Hour
All 5 18 204
16 0 0 0 0 0
0 0 0 0 1 01 0 0 0 0 0
12 533 0
HV 0 0 0 0 0
Count Total 10 30 405 0 0 0 463 14 0 24 962 0
101 4970 0 0 2 0 00 0 47 2 0 0
2 0 5 111 516
5:45 PM 2 5 43 0
2 0 0 0 0 0
125 533
5:30 PM 1 3 52 0 0 0 46
0 0 0 2 0 50 0 67 2 0 0
1 0 4 160 504
5:15 PM 0 7 42 0
3 0 0 0 0 0
120 465
5:00 PM 3 4 55 0 0 0 90
0 0 0 3 0 10 0 64 0 0 0
1 0 2 128 0
4:45 PM 1 0 51 0
3 0 0 0 0 0
96 0
4:30 PM 1 7 56 0 0 0 58
0 0 0 2 0 20 0 38 1 0 0
1 0 5 121 0
4:15 PM 2 1 50 0
3 0 0 0 0 04:00 PM 0 3 56 0 0 0 53
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
Atlantic Av Atlantic Av n/a Bartlett Dr 15-min
Total

UT LT TH RT
SB 0.0% 0.68
TOTAL 0.2% 0.83

TH RTUT LT TH RT UT LT
WB 0.3% 0.77
NB - -
Peak Hour: 4:30 PM 5:30 PM
HV %: PHF
EB 0.0% 0.89
Date: 11/19/2024
Peak Hour Count Period: 4:00 PM 6:00 PM
2 0
0 0
2 0
2 3
4 0
N
Bartlett Dr
Atlantic Av
Atlantic Av
Bartlett Dr
Atlantic Av
533TEV:

0.83PHF: 12
7 19
26 0
8 279 287
211
0 204
18227
296
5 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 4 02 0 0 0 0 0Peak Hour 0 2 0 0 0
0 0 0 0 8 0Count Total 3 2 0 0 0 3 0 0
20 0 0 0 0 0
0 2
5:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 1 4
5:30 PM 0 0 0 0 0 0
1 0 0 0 0 05:15 PM 0 0 0 0 0
0 0 0 0 1 3
6 5:00 PM 0 1 0 0 0 0 0 0
0 0 0 0 0 0
2 0
4:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
4:30 PM 0 1 0 0 0 1
0 0 0 0 0 0
0 0 4 0
4:15 PM 0 0 0 0 0
0 1 0 0 0 0

TH RT LT TH RT
4:00 PM 3 0 0 0
Westbound Northbound Southbound

LT TH RT LT TH RT LT
1 0
Interval
Start
Atlantic Av Atlantic Av n/a Bartlett Dr
15-min
Total
Rolling
One HourEastbound
0 0 0 0 0 00 0 1 0 0 0
0 0 0 4 0
Peak Hour 0 0 0 0
0 0 0 0 0 0Count Total 0 0 1 0 0 0 3
0 10 0 0 0 0 00 0 0 0 0 0
0 0 0 1 2
5:45 PM 0 0 0 0
0 0 0 0 0 0
0 1
5:30 PM 0 0 0 0 0 0 1
0 0 0 0 0 00 0 0 0 0 0
0 0 0 0 3
5:15 PM 0 0 0 0
0 0 0 0 0 0
1 3
5:00 PM 0 0 0 0 0 0 0
0 0 0 0 0 00 0 1 0 0 0
0 0 0 0 0
4:45 PM 0 0 0 0
0 0 0 0 0 0
2 0
4:30 PM 0 0 0 0 0 0 0
0 0 0 0 0 00 0 1 0 0 0
0 0 0 0 0
4:15 PM 0 0 1 0
0 0 0 0 0 0
TH RT
4:00 PM 0 0 0 0 0 0 0

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
Atlantic Av Atlantic Av n/a Bartlett Dr
15-min
Total
Rolling
One HourEastbound Westbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
4 3
1 4
2 2
2 5
23 1170 0 9 2 0 2
6 12
Peak Hr 6 9 0 5 20 2 7
7 0 0 9 4 1Count Total 14 16 0 8 38 2
0 2 30 1 0 0 1 08:45 AM 2 1 0 1 4
0 3 0 0 0 2
1 8:30 AM 1 3 0 1 5 0 3 0
0 0 3 1 0 0
0 1
8:15 AM 2 2 0 1 5 1 2
1 0 0 2 1 0
1 1 2
8:00 AM 1 3 0 2 6 1
0 0 0 0 0 0
0 1 0
2 7:30 AM 1 2 0 1 4 0 0 0
0 0 0 1 0 0
0 4 0
EB WB NB SB Total East
7:45 AM 2 2 0 1 5
0 0 0
- - -HV% - 10% 2% - -
2 1
7:15 AM 3 1 0 1 5 0 0
0 0 0 0 1 0
West North South
7:00 AM 2 2 0
0 0 0 0 0 116 00 0 0 188 231 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
- - 3% - 12% 3%- 2% 2%
Peak
Hour
All 0 20 189
390 0 0 0 0 0
0 3 0 2 20 04 5 0 0 0 0
17 761 0
HV 0 2 4 0 0
Count Total 0 33 284 0 0 0 309 168 0 29 1,213 0
174 7610 0 0 33 0 60 0 26 62 0 0
28 0 6 185 754
8:45 AM 0 4 43 0
55 0 0 0 0 0
197 693
8:30 AM 0 8 49 0 0 0 39
0 0 0 29 0 10 0 50 50 0 0
26 0 4 205 586
8:15 AM 0 4 63 0
64 0 0 0 0 0
167 452
8:00 AM 0 4 34 0 0 0 73
0 0 0 19 0 30 0 46 61 0 0
10 0 1 124 0
7:45 AM 0 7 31 0
47 0 0 0 0 0
90 0
7:30 AM 0 1 33 0 0 0 32
0 0 0 14 0 30 0 16 33 0 0
9 0 5 71 0
7:15 AM 0 4 20 0
18 0 0 0 0 07:00 AM 0 1 11 0 0 0 27
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
Atlantic Ave Atlantic Ave n/a Challenger Dr 15-min
Total

UT LT TH RT
SB 3.8% 0.85
TOTAL 2.6% 0.93

TH RTUT LT TH RT UT LT
WB 2.1% 0.76
NB - -
Peak Hour: 8:00 AM 9:00 AM
HV %: PHF
EB 2.9% 0.78
Date: 11/19/2024
Peak Hour Count Period: 7:00 AM 9:00 AM
0 2
0 0
4 3
2 7
0 2
N
Challenger Dr
Atlantic Ave
Atlantic Ave
Challenger Dr
Atlantic Ave
761TEV:

0.93PHF: 17
116 133
251
0 231
188 419
305
0 189
20209
205
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 9 04 0 0 0 0 0Peak Hour 2 0 0 0 3
0 0 0 0 9 0Count Total 2 0 0 0 3 4 0 0
90 0 0 0 0 1
3 8
8:45 AM 0 0 0 0 0 1 0
0 0 0 0 0 0
0 3 5
8:30 AM 0 0 0 0 1 2
1 0 0 0 0 08:15 AM 1 0 0 0 1
0 0 0 0 2 2
0 8:00 AM 1 0 0 0 1 0 0 0
0 0 0 0 0 0
0 0
7:45 AM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
7:30 AM 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0
7:15 AM 0 0 0 0 0
0 0 0 0 0 0

TH RT LT TH RT
7:00 AM 0 0 0 0
Westbound Northbound Southbound

LT TH RT LT TH RT LT
20 0
Interval
Start
Atlantic Ave Atlantic Ave n/a Challenger Dr
15-min
Total
Rolling
One HourEastbound
0 0 0 3 0 20 0 4 5 0 0
5 0 3 38 0
Peak Hour 0 2 4 0
8 0 0 0 0 0Count Total 0 3 11 0 0 0 8
4 200 0 0 1 0 00 0 0 1 0 0
1 0 0 5 21
8:45 AM 0 1 1 0
1 0 0 0 0 0
5 20
8:30 AM 0 0 1 0 0 0 2
0 0 0 1 0 00 0 2 0 0 0
0 0 2 6 20
8:15 AM 0 0 2 0
3 0 0 0 0 0
5 18
8:00 AM 0 1 0 0 0 0 0
0 0 0 1 0 00 0 0 2 0 0
1 0 0 4 0
7:45 AM 0 1 1 0
0 0 0 0 0 0
5 0
7:30 AM 0 0 1 0 0 0 2
0 0 0 0 0 10 0 0 1 0 0
0 0 0 4 0
7:15 AM 0 0 3 0
0 0 0 0 0 0
TH RT
7:00 AM 0 0 2 0 0 0 2

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
Atlantic Ave Atlantic Ave n/a Challenger Dr
15-min
Total
Rolling
One HourEastbound Westbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
4 1
3 1
2 0
2 3
16 620 2 4 2 1 1
2 8
Peak Hr 0 2 0 6 8 1 1
2 0 3 6 5 1Count Total 1 4 0 12 17 1
0 0 30 0 0 0 0 05:45 PM 0 0 0 1 1
1 1 2 0 0 0
0 5:30 PM 0 0 0 2 2 0 0 0
0 0 1 0 0 0
0 1
5:15 PM 0 0 0 1 1 0 1
0 0 0 0 0 1
0 1 0
5:00 PM 0 1 0 2 3 0
0 0 0 1 1 0
0 0 1
1 4:30 PM 0 0 0 3 3 1 0 0
0 0 1 0 0 0
2 4 0
EB WB NB SB Total East
4:45 PM 0 1 0 0 1
1 2 2
- - -HV% - 0% 0% - -
1 2
4:15 PM 1 0 0 1 2 0 1
0 0 0 0 1 0
West North South
4:00 PM 0 2 0
0 0 0 0 0 342 00 0 0 218 181 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
- - 2% - 0% 1%- 0% 1%
Peak
Hour
All 0 36 175
329 0 0 0 0 0
0 6 0 0 8 01 1 0 0 0 0
44 996 0
HV 0 0 0 0 0
Count Total 0 63 349 0 0 0 360 556 0 80 1,737 0
164 8730 0 0 43 0 70 0 45 32 0 0
64 0 18 187 945
5:45 PM 0 3 34 0
26 0 0 0 0 0
225 996
5:30 PM 0 2 48 0 0 0 29
0 0 0 76 0 90 0 59 37 0 0
118 0 20 297 960
5:15 PM 0 7 37 0
42 0 0 0 0 0
236 864
5:00 PM 0 13 42 0 0 0 62
0 0 0 80 0 60 0 50 48 0 0
68 0 9 238 0
4:45 PM 0 7 45 0
54 0 0 0 0 0
189 0
4:30 PM 0 9 51 0 0 0 47
0 0 0 60 0 40 0 25 43 0 0
47 0 7 201 0
4:15 PM 0 10 47 0
47 0 0 0 0 04:00 PM 0 12 45 0 0 0 43
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
Atlantic Ave Atlantic Ave n/a Challenger Dr 15-min
Total

UT LT TH RT
SB 1.6% 0.70
TOTAL 0.8% 0.84

TH RTUT LT TH RT UT LT
WB 0.5% 0.96
NB - -
Peak Hour: 4:30 PM 5:30 PM
HV %: PHF
EB 0.0% 0.88
Date: 11/19/2024
Peak Hour Count Period: 4:00 PM 6:00 PM
0 1
1 1
0 1
1 2
1 2
N
Challenger Dr
Atlantic Ave
Atlantic Ave
Challenger Dr
Atlantic Ave
996TEV:

0.84PHF: 44
342 386
217
0 181
218 399
517
0 175
36211
262
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 1 4 00 0 0 0 1 0Peak Hour 1 0 0 0 1
0 2 0 1 6 0Count Total 1 0 0 0 2 0 0 0
20 0 0 0 0 0
1 3
5:45 PM 0 0 0 0 0 0 0
0 0 0 1 0 0
0 1 4
5:30 PM 0 0 0 0 0 0
0 0 0 0 0 05:15 PM 0 0 0 0 1
0 0 0 0 0 4
4 5:00 PM 0 0 0 0 0 0 0 0
0 0 1 0 0 1
2 0
4:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 1
0 1 0
4:30 PM 1 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0
4:15 PM 0 0 0 0 1
0 0 0 0 0 0

TH RT LT TH RT
4:00 PM 0 0 0 0
Westbound Northbound Southbound

LT TH RT LT TH RT LT
8 0
Interval
Start
Atlantic Ave Atlantic Ave n/a Challenger Dr
15-min
Total
Rolling
One HourEastbound
0 0 0 6 0 00 0 1 1 0 0
11 0 1 17 0
Peak Hour 0 0 0 0
3 0 0 0 0 0Count Total 0 0 1 0 0 0 1
1 70 0 0 1 0 00 0 0 0 0 0
2 0 0 2 7
5:45 PM 0 0 0 0
0 0 0 0 0 0
1 8
5:30 PM 0 0 0 0 0 0 0
0 0 0 1 0 00 0 0 0 0 0
2 0 0 3 9
5:15 PM 0 0 0 0
1 0 0 0 0 0
1 10
5:00 PM 0 0 0 0 0 0 0
0 0 0 0 0 00 0 1 0 0 0
3 0 0 3 0
4:45 PM 0 0 0 0
0 0 0 0 0 0
2 0
4:30 PM 0 0 0 0 0 0 0
0 0 0 0 0 10 0 0 0 0 0
2 0 0 4 0
4:15 PM 0 0 1 0
2 0 0 0 0 0
TH RT
4:00 PM 0 0 0 0 0 0 0

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
Atlantic Ave Atlantic Ave n/a Challenger Dr
15-min
Total
Rolling
One HourEastbound Westbound
Project Manager: (415) 310-6469 [email protected]

Attachment C
LOS Calculation Sheets

HCM 6th Signalized Intersection Summary
1: Wilma Chan Wy & Atlantic Ave
01 Existing AM Synchro 12 Report
FP Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 52 120 113 36 141 56 101 667 28 66 297 41 Future Volume (veh/h) 52 120 113 36 141 56 101 667 28 66 297 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.96 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 60 138 130 41 162 64 116 767 32 76 341 47 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 71 163 313 218 305 115 244 1923 80 234 1956 870 Arrive On Green 0.13 0.13 0.13 0.12 0.12 0.12 0.07 0.55 0.55 0.07 0.55 0.55 Sat Flow, veh/h 558 1284 1585 1781 2494 938 3456 3475 145 3456 3554 1581 Grp Volume(v), veh/h 198 0 130 41 113 113 116 392 407 76 341 47 Grp Sat Flow(s),veh/h/ln1842 0 1585 1781 1777 1655 1728 1777 1843 1728 1777 1581 Q Serve(g_s), s 14.7 0.0 10.0 2.9 8.3 9.0 4.5 17.7 17.7 2.9 6.7 1.9 Cycle Q Clear(g_c), s 14.7 0.0 10.0 2.9 8.3 9.0 4.5 17.7 17.7 2.9 6.7 1.9 Prop In Lane 0.30 1.00 1.00 0.57 1.00 0.08 1.00 1.00
Lane Grp Cap(c), veh/h 233 0 313 218 217 202 244 983 1020 234 1956 870 V/C Ratio(X) 0.85 0.00 0.42 0.19 0.52 0.56 0.48 0.40 0.40 0.32 0.17 0.05 Avail Cap(c_a), veh/h 487 0 531 483 482 449 395 983 1020 259 1956 870 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh59.8 0.0 49.1 55.2 57.6 57.9 62.6 17.9 17.9 62.2 15.6 14.6 Incr Delay (d2), s/veh 4.0 0.0 0.4 0.2 0.9 1.1 0.5 1.2 1.2 0.3 0.2 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/ln7.2 0.0 4.1 1.3 3.8 3.9 2.0 7.7 8.0 1.3 2.8 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 63.9 0.0 49.5 55.4 58.5 59.0 63.1 19.1 19.1 62.5 15.8 14.7 LnGrp LOS E D E E E E B B E B B
Approach Vol, veh/h 328 267 915 464
Approach Delay, s/veh 58.2 58.2 24.7 23.4
Approach LOS E E C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.5 82.5 22.3 13.9 82.1 21.7
Change Period (Y+Rc), s4.0 5.0 4.6 4.0 5.0 4.6
Max Green Setting (Gmax), s10.5 36.3 37.0 16.0 30.8 38.0 Max Q Clear Time (g_c+I1), s4.9 19.7 16.7 6.5 8.7 11.0
Green Ext Time (p_c), s 0.0 3.5 1.0 0.1 1.7 1.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 34.5
HCM 6th LOS C
Notes
User approved changes to right turn type.

HCM 6th TWSC
2: Atlantic Ave & Bartlett Dr
01 Existing AM Synchro 12 Report
FP Page 2
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 203 212 4 8 20
Future Vol, veh/h 10 203 212 4 8 20
Conflicting Peds, #/hr9 0 0 3 3 9
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 11 226 236 4 9 22
Major/Minor Major1 Major2 Minor2
Conflicting Flow All249 0 - 0 498 256
Stage 1 - - - - 247 -
Stage 2 - - - - 251 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1317 - - - 532 783
Stage 1 - - - - 794 -
Stage 2 - - - - 791 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1306 - - - 518 770
Mov Cap-2 Maneuver- - - - 594 -
Stage 1 - - - - 781 -
Stage 2 - - - - 784 -
Approach EB WB SB
HCM Control Delay, s/v0.4 0 10.3

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 1306 - - - 710
HCM Lane V/C Ratio 0.009 - - - 0.044
HCM Control Delay (s/veh)7.8 - - - 10.3
HCM Lane LOS A - - - B
HCM 95th %tile Q (veh) 0 - - - 0.1
HCM 6th Signalized Intersection Summary
3: Atlantic Ave & Challenger Dr
01 Existing AM Synchro 12 Report
FP Page 3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 20 189 188 231 116 17
Future Volume (veh/h) 20 189 188 231 116 17
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 22 203 202 248 125 18
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 716 1444 228 279 167 149
Arrive On Green 0.40 0.77 0.30 0.30 0.09 0.09
Sat Flow, veh/h 1781 1870 752 923 1781 1585
Grp Volume(v), veh/h 22 203 0 450 125 18
Grp Sat Flow(s),veh/h/ln1781 1870 0 1674 1781 1585
Q Serve(g_s), s 0.5 1.9 0.0 17.9 4.8 0.7
Cycle Q Clear(g_c), s 0.5 1.9 0.0 17.9 4.8 0.7
Prop In Lane 1.00 0.55 1.00 1.00
Lane Grp Cap(c), veh/h 716 1444 0 507 167 149
V/C Ratio(X) 0.03 0.14 0.00 0.89 0.75 0.12
Avail Cap(c_a), veh/h 716 1444 0 598 588 523
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh12.7 2.0 0.0 23.3 30.9 29.1
Incr Delay (d2), s/veh 0.0 0.2 0.0 13.1 2.5 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.2 0.5 0.0 8.6 2.1 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.7 2.2 0.0 36.3 33.4 29.2
LnGrp LOS B A D C C
Approach Vol, veh/h 225 450 143
Approach Delay, s/veh 3.3 36.3 32.9
Approach LOS A D C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 58.7 11.3 32.8 25.9
Change Period (Y+Rc), s 4.7 4.7 4.7 * 4.7
Max Green Setting (Gmax), s 37.5 23.1 8.0 * 25
Max Q Clear Time (g_c+I1), s 3.9 6.8 2.5 19.9
Green Ext Time (p_c), s 1.0 0.1 0.0 1.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 26.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
1: Wilma Chan Wy & Atlantic Ave
02 Existing PM Synchro 12 Report
FP Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 131 183 91 104 102 111 436 31 64 926 55 Future Volume (veh/h) 46 131 183 91 104 102 111 436 31 64 926 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 48 138 193 96 109 107 117 459 33 67 975 58 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 63 181 322 225 224 194 244 1832 131 229 1921 854 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.07 0.55 0.55 0.07 0.54 0.54 Sat Flow, veh/h 477 1370 1585 1781 1777 1540 3456 3360 241 3456 3554 1581 Grp Volume(v), veh/h 186 0 193 96 109 107 117 242 250 67 975 58 Grp Sat Flow(s),veh/h/ln1847 0 1585 1781 1777 1540 1728 1777 1824 1728 1777 1581 Q Serve(g_s), s 13.6 0.0 15.5 7.0 8.0 9.1 4.6 10.0 10.1 2.6 24.3 2.4 Cycle Q Clear(g_c), s 13.6 0.0 15.5 7.0 8.0 9.1 4.6 10.0 10.1 2.6 24.3 2.4 Prop In Lane 0.26 1.00 1.00 1.00 1.00 0.13 1.00 1.00
Lane Grp Cap(c), veh/h 245 0 322 225 224 194 244 969 994 229 1921 854 V/C Ratio(X) 0.76 0.00 0.60 0.43 0.49 0.55 0.48 0.25 0.25 0.29 0.51 0.07 Avail Cap(c_a), veh/h 488 0 531 483 482 418 259 969 994 259 1921 854 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh58.6 0.0 50.6 56.5 56.9 57.4 62.6 16.8 16.8 62.3 20.4 15.3 Incr Delay (d2), s/veh 2.3 0.0 0.8 0.6 0.7 1.1 0.5 0.6 0.6 0.3 1.0 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/ln6.6 0.0 6.3 3.2 3.7 3.7 2.0 4.4 4.5 1.2 10.5 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.8 0.0 51.4 57.1 57.7 58.5 63.1 17.4 17.4 62.5 21.3 15.5 LnGrp LOS E D E E E E B B E C B
Approach Vol, veh/h 379 312 609 1100
Approach Delay, s/veh 56.1 57.8 26.2 23.5
Approach LOS E E C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.3 81.3 23.1 13.9 80.7 22.3
Change Period (Y+Rc), s4.0 5.0 4.6 4.0 5.0 4.6
Max Green Setting (Gmax), s10.5 36.3 37.0 10.5 36.3 38.0 Max Q Clear Time (g_c+I1), s4.6 12.1 17.5 6.6 26.3 11.1 Green Ext Time (p_c), s 0.0 2.2 1.1 0.1 3.9 1.1
Intersection Summary
HCM 6th Ctrl Delay, s/veh 33.8
HCM 6th LOS C
Notes
User approved changes to right turn type.

HCM 6th TWSC
2: Atlantic Ave & Bartlett Dr
02 Existing PM Synchro 12 Report
FP Page 2
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 23 204 279 8 7 12
Future Vol, veh/h 23 204 279 8 7 12
Conflicting Peds, #/hr6 0 0 2 2 6
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 28 246 336 10 8 14
Major/Minor Major1 Major2 Minor2
Conflicting Flow All352 0 - 0 651 353
Stage 1 - - - - 347 -
Stage 2 - - - - 304 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1207 - - - 433 691
Stage 1 - - - - 716 -
Stage 2 - - - - 748 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1200 - - - 418 683
Mov Cap-2 Maneuver- - - - 518 -
Stage 1 - - - - 695 -
Stage 2 - - - - 744 -
Approach EB WB SB
HCM Control Delay, s/v0.8 0 11.1

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 1200 - - - 611
HCM Lane V/C Ratio 0.023 - - - 0.037
HCM Control Delay (s/veh)8.1 - - - 11.1
HCM Lane LOS A - - - B
HCM 95th %tile Q (veh) 0.1 - - - 0.1
HCM 6th Signalized Intersection Summary
3: Atlantic Ave & Challenger Dr
02 Existing PM Synchro 12 Report
FP Page 3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 36 175 218 181 342 44
Future Volume (veh/h) 36 175 218 181 342 44
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 43 208 260 215 407 52
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 416 1143 290 240 454 404
Arrive On Green 0.23 0.61 0.31 0.31 0.25 0.25
Sat Flow, veh/h 1781 1870 936 774 1781 1585
Grp Volume(v), veh/h 43 208 0 475 407 52
Grp Sat Flow(s),veh/h/ln1781 1870 0 1710 1781 1585
Q Serve(g_s), s 1.3 3.4 0.0 18.6 15.4 1.8
Cycle Q Clear(g_c), s 1.3 3.4 0.0 18.6 15.4 1.8
Prop In Lane 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 416 1143 0 530 454 404
V/C Ratio(X) 0.10 0.18 0.00 0.90 0.90 0.13
Avail Cap(c_a), veh/h 416 1143 0 606 593 528
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh21.1 6.0 0.0 23.1 25.2 20.1
Incr Delay (d2), s/veh 0.0 0.4 0.0 14.3 11.6 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.5 1.3 0.0 9.2 7.7 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.1 6.3 0.0 37.4 36.8 20.1
LnGrp LOS C A D D C
Approach Vol, veh/h 251 475 459
Approach Delay, s/veh 8.8 37.4 34.9
Approach LOS A D C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 47.5 22.5 21.1 26.4
Change Period (Y+Rc), s 4.7 4.7 4.7 * 4.7
Max Green Setting (Gmax), s 37.3 23.3 8.0 * 25
Max Q Clear Time (g_c+I1), s 5.4 17.4 3.3 20.6
Green Ext Time (p_c), s 1.1 0.4 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay, s/veh 30.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
1: Wilma Chan Wy & Atlantic Ave
03 Background No Project AM Synchro 12 Report
FP Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 150 130 40 160 80 110 680 30 90 320 50 Future Volume (veh/h) 70 150 130 40 160 80 110 680 30 90 320 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.96 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 80 172 149 46 184 92 126 782 34 103 368 57 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 92 197 361 242 313 148 245 1760 76 242 1800 801 Arrive On Green 0.16 0.16 0.16 0.14 0.14 0.14 0.07 0.51 0.51 0.07 0.51 0.51 Sat Flow, veh/h 584 1257 1585 1781 2307 1093 3456 3468 151 3456 3554 1580 Grp Volume(v), veh/h 252 0 149 46 139 137 126 401 415 103 368 57 Grp Sat Flow(s),veh/h/ln1841 0 1585 1781 1777 1623 1728 1777 1842 1728 1777 1580 Q Serve(g_s), s 18.7 0.0 11.2 3.2 10.3 11.1 4.9 20.1 20.1 4.0 8.0 2.6 Cycle Q Clear(g_c), s 18.7 0.0 11.2 3.2 10.3 11.1 4.9 20.1 20.1 4.0 8.0 2.6 Prop In Lane 0.32 1.00 1.00 0.67 1.00 0.08 1.00 1.00
Lane Grp Cap(c), veh/h 289 0 361 242 241 220 245 902 935 242 1800 801 V/C Ratio(X) 0.87 0.00 0.41 0.19 0.58 0.62 0.51 0.44 0.44 0.43 0.20 0.07 Avail Cap(c_a), veh/h 487 0 531 483 482 441 395 902 935 259 1800 801 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh57.7 0.0 46.1 53.7 56.7 57.1 62.7 21.9 21.9 62.4 19.0 17.7 Incr Delay (d2), s/veh 5.2 0.0 0.3 0.2 1.0 1.3 0.6 1.6 1.5 0.4 0.3 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/ln9.2 0.0 4.5 1.5 4.7 4.7 2.2 8.9 9.2 1.8 3.5 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 62.8 0.0 46.4 53.8 57.7 58.4 63.3 23.5 23.5 62.8 19.3 17.9 LnGrp LOS E D D E E E C C E B B
Approach Vol, veh/h 401 322 942 528
Approach Delay, s/veh 56.7 57.5 28.8 27.6
Approach LOS E E C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.8 76.0 26.5 13.9 75.9 23.6
Change Period (Y+Rc), s4.0 5.0 4.6 4.0 5.0 4.6
Max Green Setting (Gmax), s10.5 36.3 37.0 16.0 30.8 38.0 Max Q Clear Time (g_c+I1), s6.0 22.1 20.7 6.9 10.0 13.1 Green Ext Time (p_c), s 0.0 3.4 1.2 0.1 1.8 1.3
Intersection Summary
HCM 6th Ctrl Delay, s/veh 37.8
HCM 6th LOS D
Notes
User approved changes to right turn type.

HCM 6th TWSC
2: Atlantic Ave & Bartlett Dr
03 Background No Project AM Synchro 12 Report
FP Page 2
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 250 260 10 10 20
Future Vol, veh/h 10 250 260 10 10 20
Conflicting Peds, #/hr9 0 0 3 3 9
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 11 278 289 11 11 22
Major/Minor Major1 Major2 Minor2
Conflicting Flow All309 0 - 0 607 313
Stage 1 - - - - 304 -
Stage 2 - - - - 303 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1252 - - - 460 727
Stage 1 - - - - 748 -
Stage 2 - - - - 749 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1241 - - - 448 715
Mov Cap-2 Maneuver- - - - 541 -
Stage 1 - - - - 735 -
Stage 2 - - - - 742 -
Approach EB WB SB
HCM Control Delay, s/v0.3 0 10.9

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 1241 - - - 646
HCM Lane V/C Ratio 0.009 - - - 0.052
HCM Control Delay (s/veh)7.9 - - - 10.9
HCM Lane LOS A - - - B
HCM 95th %tile Q (veh) 0 - - - 0.2
HCM 6th Signalized Intersection Summary
3: Atlantic Ave & Challenger Dr
03 Background No Project AM Synchro 12 Report
FP Page 3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 30 230 220 240 150 30
Future Volume (veh/h) 30 230 220 240 150 30
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 32 247 237 258 161 32
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 638 1401 261 284 207 185
Arrive On Green 0.36 0.75 0.32 0.32 0.12 0.12
Sat Flow, veh/h 1781 1870 806 878 1781 1585
Grp Volume(v), veh/h 32 247 0 495 161 32
Grp Sat Flow(s),veh/h/ln1781 1870 0 1684 1781 1585
Q Serve(g_s), s 0.8 2.7 0.0 19.7 6.1 1.3
Cycle Q Clear(g_c), s 0.8 2.7 0.0 19.7 6.1 1.3
Prop In Lane 1.00 0.52 1.00 1.00
Lane Grp Cap(c), veh/h 638 1401 0 546 207 185
V/C Ratio(X) 0.05 0.18 0.00 0.91 0.78 0.17
Avail Cap(c_a), veh/h 638 1401 0 602 588 523
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh14.7 2.5 0.0 22.7 30.0 27.9
Incr Delay (d2), s/veh 0.0 0.3 0.0 16.3 2.4 0.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.3 0.7 0.0 9.8 2.7 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.7 2.8 0.0 39.0 32.4 28.0
LnGrp LOS B A D C C
Approach Vol, veh/h 279 495 193
Approach Delay, s/veh 4.2 39.0 31.7
Approach LOS A D C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 57.1 12.9 29.8 27.4
Change Period (Y+Rc), s 4.7 4.7 4.7 * 4.7
Max Green Setting (Gmax), s 37.5 23.1 8.0 * 25
Max Q Clear Time (g_c+I1), s 4.7 8.1 2.8 21.7
Green Ext Time (p_c), s 1.3 0.2 0.0 0.9
Intersection Summary
HCM 6th Ctrl Delay, s/veh 27.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
1: Wilma Chan Wy & Atlantic Ave
04 Background No Project PM Synchro 12 Report
FP Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 140 210 100 140 110 140 450 40 80 970 70 Future Volume (veh/h) 70 140 210 100 140 110 140 450 40 80 970 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 74 147 221 105 147 116 147 474 42 84 1021 74 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 92 183 350 244 266 193 246 1698 150 237 1820 810 Arrive On Green 0.15 0.15 0.15 0.14 0.14 0.14 0.07 0.51 0.51 0.07 0.51 0.51 Sat Flow, veh/h 616 1224 1585 1781 1938 1410 3456 3300 291 3456 3554 1580 Grp Volume(v), veh/h 221 0 221 105 134 129 147 254 262 84 1021 74 Grp Sat Flow(s),veh/h/ln1840 0 1585 1781 1777 1572 1728 1777 1814 1728 1777 1580 Q Serve(g_s), s 16.3 0.0 17.7 7.6 9.8 10.8 5.8 11.4 11.4 3.2 27.5 3.4 Cycle Q Clear(g_c), s 16.3 0.0 17.7 7.6 9.8 10.8 5.8 11.4 11.4 3.2 27.5 3.4 Prop In Lane 0.33 1.00 1.00 0.90 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 275 0 350 244 243 215 246 915 934 237 1820 810 V/C Ratio(X) 0.80 0.00 0.63 0.43 0.55 0.60 0.60 0.28 0.28 0.35 0.56 0.09 Avail Cap(c_a), veh/h 486 0 532 483 482 427 259 915 934 259 1820 810 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh57.5 0.0 49.4 55.4 56.4 56.8 63.1 19.2 19.3 62.2 23.4 17.5 Incr Delay (d2), s/veh 2.6 0.0 0.9 0.5 0.9 1.2 2.2 0.8 0.7 0.3 1.3 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/ln7.8 0.0 7.2 3.5 4.5 4.4 2.6 5.0 5.1 1.5 12.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.1 0.0 50.3 55.9 57.3 58.0 65.3 20.0 20.0 62.6 24.6 17.7 LnGrp LOS E D E E E E B C E C B
Approach Vol, veh/h 442 368 663 1179
Approach Delay, s/veh 55.2 57.2 30.0 26.9
Approach LOS E E C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.6 77.1 25.5 14.0 76.7 23.8
Change Period (Y+Rc), s4.0 5.0 4.6 4.0 5.0 4.6
Max Green Setting (Gmax), s10.5 36.3 37.0 10.5 36.3 38.0 Max Q Clear Time (g_c+I1), s5.2 13.4 19.7 7.8 29.5 12.8 Green Ext Time (p_c), s 0.0 2.3 1.3 0.1 3.2 1.3
Intersection Summary
HCM 6th Ctrl Delay, s/veh 36.6
HCM 6th LOS D
Notes
User approved changes to right turn type.

HCM 6th TWSC
2: Atlantic Ave & Bartlett Dr
04 Background No Project PM Synchro 12 Report
FP Page 2
Intersection
Int Delay, s/veh 1
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 30 230 320 10 10 20
Future Vol, veh/h 30 230 320 10 10 20
Conflicting Peds, #/hr6 0 0 2 2 6
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 36 277 386 12 12 24
Major/Minor Major1 Major2 Minor2
Conflicting Flow All404 0 - 0 749 404
Stage 1 - - - - 398 -
Stage 2 - - - - 351 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1155 - - - 379 647
Stage 1 - - - - 678 -
Stage 2 - - - - 713 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1148 - - - 363 640
Mov Cap-2 Maneuver- - - - 475 -
Stage 1 - - - - 653 -
Stage 2 - - - - 709 -
Approach EB WB SB
HCM Control Delay, s/v1 0 11.7

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 1148 - - - 574
HCM Lane V/C Ratio 0.031 - - - 0.063
HCM Control Delay (s/veh)8.2 - - - 11.7
HCM Lane LOS A - - - B
HCM 95th %tile Q (veh) 0.1 - - - 0.2
HCM 6th Signalized Intersection Summary
3: Atlantic Ave & Challenger Dr
04 Background No Project PM Synchro 12 Report
FP Page 3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 50 190 260 200 370 50
Future Volume (veh/h) 50 190 260 200 370 50
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 60 226 310 238 440 60
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 326 1109 333 256 486 432
Arrive On Green 0.18 0.59 0.34 0.34 0.27 0.27
Sat Flow, veh/h 1781 1870 971 745 1781 1585
Grp Volume(v), veh/h 60 226 0 548 440 60
Grp Sat Flow(s),veh/h/ln1781 1870 0 1716 1781 1585
Q Serve(g_s), s 2.0 3.9 0.0 21.6 16.7 2.0
Cycle Q Clear(g_c), s 2.0 3.9 0.0 21.6 16.7 2.0
Prop In Lane 1.00 0.43 1.00 1.00
Lane Grp Cap(c), veh/h 326 1109 0 589 486 432
V/C Ratio(X) 0.18 0.20 0.00 0.93 0.91 0.14
Avail Cap(c_a), veh/h 326 1109 0 608 593 528
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh24.2 6.6 0.0 22.2 24.6 19.2
Incr Delay (d2), s/veh 0.1 0.4 0.0 20.7 14.1 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.8 1.5 0.0 11.5 8.6 2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.3 7.0 0.0 42.9 38.7 19.3
LnGrp LOS C A D D B
Approach Vol, veh/h 286 548 500
Approach Delay, s/veh 10.6 42.9 36.3
Approach LOS B D D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 46.2 23.8 17.5 28.7
Change Period (Y+Rc), s 4.7 4.7 4.7 * 4.7
Max Green Setting (Gmax), s 37.3 23.3 8.0 * 25
Max Q Clear Time (g_c+I1), s 5.9 18.7 4.0 23.6
Green Ext Time (p_c), s 1.2 0.4 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay, s/veh 33.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
1: Wilma Chan Wy & Atlantic Ave
05 Background Plus Project AM Non-Summer Synchro 12 Report FP Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 153 130 41 162 82 110 680 32 94 320 50 Future Volume (veh/h) 70 153 130 41 162 82 110 680 32 94 320 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.96 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 80 176 149 47 186 94 126 782 37 108 368 57 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 91 201 364 244 314 151 245 1740 82 243 1789 796 Arrive On Green 0.16 0.16 0.16 0.14 0.14 0.14 0.07 0.50 0.50 0.07 0.50 0.50 Sat Flow, veh/h 575 1266 1585 1781 2298 1101 3456 3453 163 3456 3554 1580 Grp Volume(v), veh/h 256 0 149 47 142 138 126 402 417 108 368 57 Grp Sat Flow(s),veh/h/ln1842 0 1585 1781 1777 1622 1728 1777 1840 1728 1777 1580 Q Serve(g_s), s 19.0 0.0 11.2 3.3 10.5 11.3 4.9 20.3 20.3 4.2 8.0 2.6 Cycle Q Clear(g_c), s 19.0 0.0 11.2 3.3 10.5 11.3 4.9 20.3 20.3 4.2 8.0 2.6 Prop In Lane 0.31 1.00 1.00 0.68 1.00 0.09 1.00 1.00
Lane Grp Cap(c), veh/h 293 0 364 244 243 222 245 895 927 243 1789 796 V/C Ratio(X) 0.87 0.00 0.41 0.19 0.58 0.62 0.51 0.45 0.45 0.44 0.21 0.07 Avail Cap(c_a), veh/h 487 0 531 483 482 440 395 895 927 259 1789 796 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh57.5 0.0 45.8 53.6 56.7 57.0 62.7 22.3 22.3 62.4 19.3 17.9 Incr Delay (d2), s/veh 5.7 0.0 0.3 0.2 1.0 1.3 0.6 1.6 1.6 0.5 0.3 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/ln9.4 0.0 4.5 1.5 4.8 4.8 2.2 9.1 9.4 1.9 3.5 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 63.2 0.0 46.2 53.7 57.7 58.3 63.3 23.9 23.8 62.9 19.5 18.1 LnGrp LOS E D D E E E C C E B B
Approach Vol, veh/h 405 327 945 533
Approach Delay, s/veh 56.9 57.4 29.1 28.2
Approach LOS E E C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.9 75.6 26.8 13.9 75.5 23.8
Change Period (Y+Rc), s4.0 5.0 4.6 4.0 5.0 4.6
Max Green Setting (Gmax), s10.5 36.3 37.0 16.0 30.8 38.0 Max Q Clear Time (g_c+I1), s6.2 22.3 21.0 6.9 10.0 13.3 Green Ext Time (p_c), s 0.1 3.4 1.2 0.1 1.8 1.3
Intersection Summary
HCM 6th Ctrl Delay, s/veh 38.2
HCM 6th LOS D
Notes
User approved changes to right turn type.

HCM 6th TWSC
2: Atlantic Ave & Bartlett Dr
05 Background Plus Project AM Non-Summer Synchro 12 Report FP Page 2
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 259 265 10 10 20
Future Vol, veh/h 10 259 265 10 10 20
Conflicting Peds, #/hr9 0 0 3 3 9
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 11 288 294 11 11 22
Major/Minor Major1 Major2 Minor2
Conflicting Flow All314 0 - 0 622 318
Stage 1 - - - - 309 -
Stage 2 - - - - 313 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1246 - - - 450 723
Stage 1 - - - - 745 -
Stage 2 - - - - 741 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1235 - - - 438 711
Mov Cap-2 Maneuver- - - - 534 -
Stage 1 - - - - 732 -
Stage 2 - - - - 734 -
Approach EB WB SB
HCM Control Delay, s/v0.3 0 10.9

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 1235 - - - 640
HCM Lane V/C Ratio 0.009 - - - 0.052
HCM Control Delay (s/veh)7.9 - - - 10.9
HCM Lane LOS A - - - B
HCM 95th %tile Q (veh) 0 - - - 0.2
HCM 6th Signalized Intersection Summary
3: Atlantic Ave & Challenger Dr
05 Background Plus Project AM Non-Summer Synchro 12 Report FP Page 3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 31 232 225 240 150 32
Future Volume (veh/h) 31 232 225 240 150 32
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 33 249 242 258 161 34
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 634 1401 266 284 208 185
Arrive On Green 0.36 0.75 0.33 0.33 0.12 0.12
Sat Flow, veh/h 1781 1870 816 870 1781 1585
Grp Volume(v), veh/h 33 249 0 500 161 34
Grp Sat Flow(s),veh/h/ln1781 1870 0 1686 1781 1585
Q Serve(g_s), s 0.9 2.7 0.0 19.9 6.1 1.4
Cycle Q Clear(g_c), s 0.9 2.7 0.0 19.9 6.1 1.4
Prop In Lane 1.00 0.52 1.00 1.00
Lane Grp Cap(c), veh/h 634 1401 0 550 208 185
V/C Ratio(X) 0.05 0.18 0.00 0.91 0.78 0.18
Avail Cap(c_a), veh/h 634 1401 0 602 588 523
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh14.8 2.5 0.0 22.6 30.0 27.9
Incr Delay (d2), s/veh 0.0 0.3 0.0 16.7 2.3 0.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.3 0.7 0.0 10.0 2.7 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.8 2.8 0.0 39.3 32.4 28.1
LnGrp LOS B A D C C
Approach Vol, veh/h 282 500 195
Approach Delay, s/veh 4.2 39.3 31.6
Approach LOS A D C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 57.1 12.9 29.6 27.5
Change Period (Y+Rc), s 4.7 4.7 4.7 * 4.7
Max Green Setting (Gmax), s 37.5 23.1 8.0 * 25
Max Q Clear Time (g_c+I1), s 4.7 8.1 2.9 21.9
Green Ext Time (p_c), s 1.3 0.2 0.0 0.9
Intersection Summary
HCM 6th Ctrl Delay, s/veh 27.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC
4: Project Dwy & Atlantic Ave
05 Background Plus Project AM Non-Summer Synchro 12 Report FP Page 4
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 250 9 7 260 5 3
Future Vol, veh/h 250 9 7 260 5 3
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 272 10 8 283 5 3
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 282 0 576 277
Stage 1 - - - - 277 -
Stage 2 - - - - 299 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1280 - 479 762
Stage 1 - - - - 770 -
Stage 2 - - - - 752 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1280 - 476 762
Mov Cap-2 Maneuver- - - - 563 -
Stage 1 - - - - 770 -
Stage 2 - - - - 747 -
Approach EB WB NB
HCM Control Delay, s/v0 0.2 10.9

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 624 - - 1280 -
HCM Lane V/C Ratio 0.014 - - 0.006 -
HCM Control Delay (s/veh)10.9 - - 7.8 -
HCM Lane LOS B - - A -
HCM 95th %tile Q (veh) 0 - - 0 -
HCM 6th Signalized Intersection Summary
1: Wilma Chan Wy & Atlantic Ave
06 Background Plus Project PM Non-Summer Synchro 12 Report FP Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 147 210 105 147 118 140 450 45 88 970 70 Future Volume (veh/h) 70 147 210 105 147 118 140 450 45 88 970 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 74 155 221 111 155 124 147 474 47 93 1021 74 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 89 187 350 251 272 201 246 1663 164 240 1805 803 Arrive On Green 0.15 0.15 0.15 0.14 0.14 0.14 0.07 0.51 0.51 0.07 0.51 0.51 Sat Flow, veh/h 595 1246 1585 1781 1924 1423 3456 3263 322 3456 3554 1580 Grp Volume(v), veh/h 229 0 221 111 142 137 147 257 264 93 1021 74 Grp Sat Flow(s),veh/h/ln1841 0 1585 1781 1777 1570 1728 1777 1808 1728 1777 1580 Q Serve(g_s), s 16.9 0.0 17.7 8.0 10.5 11.5 5.8 11.6 11.7 3.6 27.8 3.4 Cycle Q Clear(g_c), s 16.9 0.0 17.7 8.0 10.5 11.5 5.8 11.6 11.7 3.6 27.8 3.4 Prop In Lane 0.32 1.00 1.00 0.91 1.00 0.18 1.00 1.00
Lane Grp Cap(c), veh/h 276 0 350 251 251 222 246 905 921 240 1805 803 V/C Ratio(X) 0.83 0.00 0.63 0.44 0.57 0.62 0.60 0.28 0.29 0.39 0.57 0.09 Avail Cap(c_a), veh/h 486 0 532 483 482 426 259 905 921 259 1805 803 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh57.8 0.0 49.4 55.1 56.1 56.6 63.1 19.7 19.7 62.3 23.8 17.8 Incr Delay (d2), s/veh 3.0 0.0 0.9 0.6 0.9 1.3 2.2 0.8 0.8 0.4 1.3 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/ln8.2 0.0 7.2 3.7 4.8 4.7 2.6 5.1 5.3 1.6 12.1 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.8 0.0 50.2 55.6 57.1 57.9 65.3 20.5 20.5 62.7 25.1 18.0 LnGrp LOS E D E E E E C C E C B
Approach Vol, veh/h 450 390 668 1188
Approach Delay, s/veh 55.6 56.9 30.3 27.6
Approach LOS E E C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.7 76.3 25.6 14.0 76.1 24.4
Change Period (Y+Rc), s4.0 5.0 4.6 4.0 5.0 4.6
Max Green Setting (Gmax), s10.5 36.3 37.0 10.5 36.3 38.0 Max Q Clear Time (g_c+I1), s5.6 13.7 19.7 7.8 29.8 13.5 Green Ext Time (p_c), s 0.0 2.3 1.3 0.1 3.1 1.4
Intersection Summary
HCM 6th Ctrl Delay, s/veh 37.2
HCM 6th LOS D
Notes
User approved changes to right turn type.

HCM 6th TWSC
2: Atlantic Ave & Bartlett Dr
06 Background Plus Project PM Non-Summer Synchro 12 Report FP Page 2
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 30 250 340 10 10 20
Future Vol, veh/h 30 250 340 10 10 20
Conflicting Peds, #/hr6 0 0 2 2 6
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 36 301 410 12 12 24
Major/Minor Major1 Major2 Minor2
Conflicting Flow All428 0 - 0 797 428
Stage 1 - - - - 422 -
Stage 2 - - - - 375 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1131 - - - 356 627
Stage 1 - - - - 662 -
Stage 2 - - - - 695 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1125 - - - 340 620
Mov Cap-2 Maneuver- - - - 457 -
Stage 1 - - - - 637 -
Stage 2 - - - - 691 -
Approach EB WB SB
HCM Control Delay, s/v0.9 0 12

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 1125 - - - 554
HCM Lane V/C Ratio 0.032 - - - 0.065
HCM Control Delay (s/veh)8.3 - - - 12
HCM Lane LOS A - - - B
HCM 95th %tile Q (veh) 0.1 - - - 0.2
HCM 6th Signalized Intersection Summary
3: Atlantic Ave & Challenger Dr
06 Background Plus Project PM Non-Summer Synchro 12 Report FP Page 3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 53 200 270 200 370 53
Future Volume (veh/h) 53 200 270 200 370 53
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 63 238 321 238 440 63
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 318 1109 343 254 486 432
Arrive On Green 0.18 0.59 0.35 0.35 0.27 0.27
Sat Flow, veh/h 1781 1870 987 732 1781 1585
Grp Volume(v), veh/h 63 238 0 559 440 63
Grp Sat Flow(s),veh/h/ln1781 1870 0 1719 1781 1585
Q Serve(g_s), s 2.1 4.2 0.0 22.0 16.7 2.1
Cycle Q Clear(g_c), s 2.1 4.2 0.0 22.0 16.7 2.1
Prop In Lane 1.00 0.43 1.00 1.00
Lane Grp Cap(c), veh/h 318 1109 0 597 486 432
V/C Ratio(X) 0.20 0.21 0.00 0.94 0.91 0.15
Avail Cap(c_a), veh/h 318 1109 0 609 593 528
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh24.5 6.6 0.0 22.1 24.6 19.3
Incr Delay (d2), s/veh 0.1 0.4 0.0 21.8 14.1 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.9 1.6 0.0 11.9 8.6 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.6 7.1 0.0 43.9 38.7 19.3
LnGrp LOS C A D D B
Approach Vol, veh/h 301 559 503
Approach Delay, s/veh 10.7 43.9 36.2
Approach LOS B D D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 46.2 23.8 17.2 29.0
Change Period (Y+Rc), s 4.7 4.7 4.7 * 4.7
Max Green Setting (Gmax), s 37.3 23.3 8.0 * 25
Max Q Clear Time (g_c+I1), s 6.2 18.7 4.1 24.0
Green Ext Time (p_c), s 1.2 0.4 0.0 0.3
Intersection Summary
HCM 6th Ctrl Delay, s/veh 33.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC
4: Project Dwy & Atlantic Ave
06 Background Plus Project PM Non-Summer Synchro 12 Report FP Page 4
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 230 20 13 330 20 13
Future Vol, veh/h 230 20 13 330 20 13
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 250 22 14 359 22 14
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 272 0 648 261
Stage 1 - - - - 261 -
Stage 2 - - - - 387 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1291 - 435 778
Stage 1 - - - - 783 -
Stage 2 - - - - 686 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1291 - 430 778
Mov Cap-2 Maneuver- - - - 525 -
Stage 1 - - - - 783 -
Stage 2 - - - - 678 -
Approach EB WB NB
HCM Control Delay, s/v0 0.3 11.4

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 602 - - 1291 -
HCM Lane V/C Ratio 0.06 - - 0.011 -
HCM Control Delay (s/veh)11.4 - - 7.8 -
HCM Lane LOS B - - A -
HCM 95th %tile Q (veh) 0.2 - - 0 -
HCM 6th Signalized Intersection Summary
1: Wilma Chan Wy & Atlantic Ave
07 Background Plus Project AM Summer Synchro 12 Report
FP Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 195 130 64 192 120 110 680 64 146 320 50 Future Volume (veh/h) 70 195 130 64 192 120 110 680 64 146 320 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 80 224 149 74 221 138 126 782 74 168 368 57 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 90 251 405 281 334 198 245 1496 142 246 1623 721 Arrive On Green 0.18 0.18 0.18 0.16 0.16 0.16 0.07 0.46 0.46 0.07 0.46 0.46 Sat Flow, veh/h 486 1360 1585 1781 2115 1255 3456 3279 310 3456 3554 1580 Grp Volume(v), veh/h 304 0 149 74 184 175 126 424 432 168 368 57 Grp Sat Flow(s),veh/h/ln1846 0 1585 1781 1777 1593 1728 1777 1812 1728 1777 1580 Q Serve(g_s), s 22.5 0.0 10.8 5.1 13.6 14.6 4.9 23.8 23.9 6.6 8.8 2.8 Cycle Q Clear(g_c), s 22.5 0.0 10.8 5.1 13.6 14.6 4.9 23.8 23.9 6.6 8.8 2.8 Prop In Lane 0.26 1.00 1.00 0.79 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 341 0 405 281 281 252 245 811 827 246 1623 721 V/C Ratio(X) 0.89 0.00 0.37 0.26 0.66 0.70 0.51 0.52 0.52 0.68 0.23 0.08 Avail Cap(c_a), veh/h 488 0 531 483 482 432 395 811 827 259 1623 721 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh55.7 0.0 42.8 51.8 55.4 55.8 62.7 27.2 27.2 63.5 23.1 21.4 Incr Delay (d2), s/veh 11.4 0.0 0.3 0.2 1.2 1.6 0.6 2.4 2.4 5.3 0.3 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/ln11.6 0.0 4.4 2.3 6.3 6.0 2.2 10.8 11.0 3.1 3.9 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 67.1 0.0 43.1 52.0 56.6 57.4 63.3 29.6 29.5 68.8 23.4 21.7 LnGrp LOS E D D E E E C C E C C
Approach Vol, veh/h 453 433 982 593
Approach Delay, s/veh 59.2 56.1 33.9 36.1
Approach LOS E E C D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s14.0 68.9 30.4 13.9 68.9 26.7
Change Period (Y+Rc), s4.0 5.0 4.6 4.0 5.0 4.6
Max Green Setting (Gmax), s10.5 36.3 37.0 16.0 30.8 38.0 Max Q Clear Time (g_c+I1), s8.6 25.9 24.5 6.9 10.8 16.6 Green Ext Time (p_c), s 0.0 3.1 1.3 0.1 1.8 1.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 43.0
HCM 6th LOS D
Notes
User approved changes to right turn type.

HCM 6th TWSC
2: Atlantic Ave & Bartlett Dr
07 Background Plus Project AM Summer Synchro 12 Report
FP Page 2
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 385 356 10 10 20
Future Vol, veh/h 10 385 356 10 10 20
Conflicting Peds, #/hr9 0 0 3 3 9
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 11 428 396 11 11 22
Major/Minor Major1 Major2 Minor2
Conflicting Flow All416 0 - 0 864 420
Stage 1 - - - - 411 -
Stage 2 - - - - 453 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1143 - - - 325 633
Stage 1 - - - - 669 -
Stage 2 - - - - 640 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1133 - - - 316 622
Mov Cap-2 Maneuver- - - - 438 -
Stage 1 - - - - 656 -
Stage 2 - - - - 634 -
Approach EB WB SB
HCM Control Delay, s/v0.2 0 12

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 1133 - - - 546
HCM Lane V/C Ratio 0.01 - - - 0.061
HCM Control Delay (s/veh)8.2 - - - 12
HCM Lane LOS A - - - B
HCM 95th %tile Q (veh) 0 - - - 0.2
HCM 6th Signalized Intersection Summary
3: Atlantic Ave & Challenger Dr
07 Background Plus Project AM Summer Synchro 12 Report
FP Page 3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 46 276 288 240 150 53
Future Volume (veh/h) 46 276 288 240 150 53
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 49 297 310 258 161 57
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 583 1399 329 274 210 187
Arrive On Green 0.33 0.75 0.35 0.35 0.12 0.12
Sat Flow, veh/h 1781 1870 931 775 1781 1585
Grp Volume(v), veh/h 49 297 0 568 161 57
Grp Sat Flow(s),veh/h/ln1781 1870 0 1707 1781 1585
Q Serve(g_s), s 1.3 3.3 0.0 22.6 6.1 2.3
Cycle Q Clear(g_c), s 1.3 3.3 0.0 22.6 6.1 2.3
Prop In Lane 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 583 1399 0 603 210 187
V/C Ratio(X) 0.08 0.21 0.00 0.94 0.77 0.31
Avail Cap(c_a), veh/h 583 1399 0 609 588 523
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh16.3 2.6 0.0 21.9 29.9 28.2
Incr Delay (d2), s/veh 0.0 0.3 0.0 22.8 2.2 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.5 0.9 0.0 12.3 2.7 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 16.3 3.0 0.0 44.8 32.1 28.6
LnGrp LOS B A D C C
Approach Vol, veh/h 346 568 218
Approach Delay, s/veh 4.9 44.8 31.2
Approach LOS A D C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 57.0 13.0 27.6 29.4
Change Period (Y+Rc), s 4.7 4.7 4.7 * 4.7
Max Green Setting (Gmax), s 37.5 23.1 8.0 * 25
Max Q Clear Time (g_c+I1), s 5.3 8.1 3.3 24.6
Green Ext Time (p_c), s 1.6 0.2 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 30.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC
4: Project Dwy & Atlantic Ave
07 Background Plus Project AM Summer Synchro 12 Report
FP Page 4
Intersection
Int Delay, s/veh 3.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 250 135 91 260 96 62
Future Vol, veh/h 250 135 91 260 96 62
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 272 147 99 283 104 67
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 419 0 827 346
Stage 1 - - - - 346 -
Stage 2 - - - - 481 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1140 - 341 697
Stage 1 - - - - 716 -
Stage 2 - - - - 622 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1140 - 311 697
Mov Cap-2 Maneuver- - - - 427 -
Stage 1 - - - - 716 -
Stage 2 - - - - 568 -
Approach EB WB NB
HCM Control Delay, s/v0 2.2 15.8

HCM LOS C
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 504 - - 1140 -
HCM Lane V/C Ratio 0.341 - - 0.087 -
HCM Control Delay (s/veh)15.8 - - 8.5 -
HCM Lane LOS C - - A -
HCM 95th %tile Q (veh) 1.5 - - 0.3 -
HCM 6th Signalized Intersection Summary
1: Wilma Chan Wy & Atlantic Ave
08 Background Plus Project PM Summer Synchro 12 Report
FP Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 152 210 113 158 132 140 450 49 95 970 70 Future Volume (veh/h) 70 152 210 113 158 132 140 450 49 95 970 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 74 160 221 119 166 139 147 474 52 100 1021 74 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 87 189 350 263 278 216 246 1621 177 242 1780 792 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.07 0.50 0.50 0.07 0.50 0.50 Sat Flow, veh/h 582 1259 1585 1781 1881 1460 3456 3227 352 3456 3554 1580 Grp Volume(v), veh/h 234 0 221 119 156 149 147 260 266 100 1021 74 Grp Sat Flow(s),veh/h/ln1841 0 1585 1781 1777 1565 1728 1777 1802 1728 1777 1580 Q Serve(g_s), s 17.3 0.0 17.7 8.5 11.5 12.5 5.8 12.0 12.1 3.9 28.2 3.4 Cycle Q Clear(g_c), s 17.3 0.0 17.7 8.5 11.5 12.5 5.8 12.0 12.1 3.9 28.2 3.4 Prop In Lane 0.32 1.00 1.00 0.93 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 276 0 350 263 263 231 246 892 905 242 1780 792 V/C Ratio(X) 0.85 0.00 0.63 0.45 0.59 0.64 0.60 0.29 0.29 0.41 0.57 0.09 Avail Cap(c_a), veh/h 487 0 532 483 482 425 259 892 905 259 1780 792 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh58.0 0.0 49.3 54.5 55.7 56.2 63.1 20.3 20.3 62.4 24.5 18.3 Incr Delay (d2), s/veh 3.4 0.0 0.9 0.6 1.0 1.4 2.2 0.8 0.8 0.4 1.3 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/ln8.4 0.0 7.2 3.9 5.3 5.1 2.6 5.3 5.4 1.7 12.3 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.4 0.0 50.2 55.0 56.7 57.5 65.3 21.1 21.2 62.8 25.8 18.5 LnGrp LOS E D E E E E C C E C B
Approach Vol, veh/h 455 424 673 1195
Approach Delay, s/veh 55.9 56.5 30.8 28.4
Approach LOS E E C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.8 75.3 25.6 14.0 75.1 25.3
Change Period (Y+Rc), s4.0 5.0 4.6 4.0 5.0 4.6
Max Green Setting (Gmax), s10.5 36.3 37.0 10.5 36.3 38.0 Max Q Clear Time (g_c+I1), s5.9 14.1 19.7 7.8 30.2 14.5 Green Ext Time (p_c), s 0.0 2.3 1.3 0.1 3.0 1.5
Intersection Summary
HCM 6th Ctrl Delay, s/veh 37.9
HCM 6th LOS D
Notes
User approved changes to right turn type.

HCM 6th TWSC
2: Atlantic Ave & Bartlett Dr
08 Background Plus Project PM Summer Synchro 12 Report
FP Page 2
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 30 266 373 10 10 20
Future Vol, veh/h 30 266 373 10 10 20
Conflicting Peds, #/hr6 0 0 2 2 6
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 30 - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 36 320 449 12 12 24
Major/Minor Major1 Major2 Minor2
Conflicting Flow All467 0 - 0 855 467
Stage 1 - - - - 461 -
Stage 2 - - - - 394 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1094 - - - 329 596
Stage 1 - - - - 635 -
Stage 2 - - - - 681 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1088 - - - 314 589
Mov Cap-2 Maneuver- - - - 435 -
Stage 1 - - - - 610 -
Stage 2 - - - - 677 -
Approach EB WB SB
HCM Control Delay, s/v0.9 0 12.3

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 1088 - - - 527
HCM Lane V/C Ratio 0.033 - - - 0.069
HCM Control Delay (s/veh)8.4 - - - 12.3
HCM Lane LOS A - - - B
HCM 95th %tile Q (veh) 0.1 - - - 0.2
HCM 6th Signalized Intersection Summary
3: Atlantic Ave & Challenger Dr
08 Background Plus Project PM Summer Synchro 12 Report
FP Page 3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 59 216 278 200 370 56
Future Volume (veh/h) 59 216 278 200 370 56
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 70 257 331 238 440 67
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 311 1109 352 253 486 432
Arrive On Green 0.17 0.59 0.35 0.35 0.27 0.27
Sat Flow, veh/h 1781 1870 1001 720 1781 1585
Grp Volume(v), veh/h 70 257 0 569 440 67
Grp Sat Flow(s),veh/h/ln1781 1870 0 1721 1781 1585
Q Serve(g_s), s 2.4 4.5 0.0 22.4 16.7 2.2
Cycle Q Clear(g_c), s 2.4 4.5 0.0 22.4 16.7 2.2
Prop In Lane 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 311 1109 0 604 486 432
V/C Ratio(X) 0.22 0.23 0.00 0.94 0.91 0.15
Avail Cap(c_a), veh/h 311 1109 0 610 593 528
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh24.8 6.7 0.0 22.0 24.6 19.3
Incr Delay (d2), s/veh 0.1 0.5 0.0 22.8 14.1 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.0 1.7 0.0 12.3 8.6 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.9 7.2 0.0 44.8 38.6 19.4
LnGrp LOS C A D D B
Approach Vol, veh/h 327 569 507
Approach Delay, s/veh 11.0 44.8 36.1
Approach LOS B D D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 46.2 23.8 16.9 29.3
Change Period (Y+Rc), s 4.7 4.7 4.7 * 4.7
Max Green Setting (Gmax), s 37.3 23.3 8.0 * 25
Max Q Clear Time (g_c+I1), s 6.5 18.7 4.4 24.4
Green Ext Time (p_c), s 1.3 0.4 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay, s/veh 33.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th TWSC
4: Project Dwy & Atlantic Ave
08 Background Plus Project PM Summer Synchro 12 Report
FP Page 4
Intersection
Int Delay, s/veh 1.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 230 36 24 330 53 35
Future Vol, veh/h 230 36 24 330 53 35
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 250 39 26 359 58 38
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 289 0 681 270
Stage 1 - - - - 270 -
Stage 2 - - - - 411 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1273 - 416 769
Stage 1 - - - - 775 -
Stage 2 - - - - 669 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1273 - 408 769
Mov Cap-2 Maneuver- - - - 508 -
Stage 1 - - - - 775 -
Stage 2 - - - - 656 -
Approach EB WB NB
HCM Control Delay, s/v0 0.5 12.3

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 587 - - 1273 -
HCM Lane V/C Ratio 0.163 - - 0.02 -
HCM Control Delay (s/veh)12.3 - - 7.9 -
HCM Lane LOS B - - A -
HCM 95th %tile Q (veh) 0.6 - - 0.1 -