Exhibit 3: Stargell Avenue Performance Memo — Alameda City Council, April 15, 2025

Kittelson & Associates, Inc.

Technical Memorandum

INTRODUCTION
Kittelson is supporting the City of Alameda with the Stargell Avenue Complete Street project (project). This memo discusses intended project outcomes which were informed by community feedback and city priorities. This memo also provides the following for Stargell Avenue/Fifth Street, Stargell Avenue/Mariner Square Loop, and the roadway connecting the two:
◼ Analysis of traffic operations including comparison of alternatives ◼ Description of proposed pedestrian-bicyclist circulation improvements ◼ Discussion of community input and project goals
The memo is organized as follows:

Introduction ................................ ................................ ................................ .............................. 1 Project Background and Intended Outcomes ................................ ................................ ..... 2 Background ................................ ................................ ................................ ........................... 2 Intended Outcomes ................................ ................................ ................................ ............. 2 Roundabout Concept Development ................................ ................................ ................. 3 Study Area Community Input ................................ ................................ ................................ . 4 Existing Conditions and planning context ................................ ................................ ............. 7 Pedestrian and Bicycle Facilities ................................ ................................ ......................... 7 Transit Services ................................ ................................ ................................ ...................... 7 Speed ................................ ................................ ................................ ................................ ...10 Traffic Operations Analysis ................................ ................................ ................................ ..10 Analysis results ................................ ................................ ................................ ...................16 155 Grand Avenue, Suite 505
Oakland, CA 94612
P 510.839.1742
February 13, 2025 Project# 24846.005
To: Gail Payne, Susie Hufstader, Rochelle Wheeler
City of Alameda, CA
From: Kittelson & Associates, Inc.

RE: Stargell Avenue Complete Street Roundabout Performance Memo Exhibit 3
February 13, 2025 Page 2
Stargell Avenue Complete Street Roundabout Performance Memo Project Background and Intended Outcomes

Kittelson & Associates, Inc.

PROJECT BACKGROUND AND INTENDED

OUTCOMES
Background
The city has developed project concept designs for the Willie Stargell Avenue Complete Street project, which will construct safety improvements between Main Street and Mariner Square Loop. The concepts propose to improve school crossings, slow traffic, improve the safety of major intersections, green the street, and add new bus stops in conjunction with AC Transit’s network realignment.

The project also includes roundabouts at the intersections with Fifth Street and Mariner Square Loop, which would be converted from their existing traffic signal control.

Kittelson identified these intersections as good candidates for roundabouts as part of prior work conducting a citywide roundabout screening. The screening identified intersections along all City arterial and collector roadways and prioritized locations based on the following criteria:
◼ Social equity: in the City’s most socially vulnerable areas. ◼ Safety: identified in the City’s Vision Zero Action Plan. ◼ Modal priority: on existing, planned, or recommended bus, bike, and truck routes. ◼ Sustainability: most vulnerable to inundation in future sea level rise scenarios. ◼ Implementation challenges: not along Caltrans facilities.

Funding is being sought for all project elements.

Intended Outcomes
Intended project outcomes were developed based on review of existing conditions, City priorities, and community input (described in the section below).

Project intended outcomes have been identified as follows:
◼ Improve and prioritize safety for all road users. Promote safety by prioritizing the city’s Vision Zero goal to reduce the number of fatal and serious injury crashes to zero within the study area by 2035.
◼ Provide mobility for all modes (including AC Transit buses and trucks). ◼ Improve bicycle and pedestrian access to/from nearby residential areas, Safeway and other businesses, Ruby Bridges Elementary School, College of Alameda, and the Oakland Alameda Access Project, among other destinations. ◼ Reduce speeds through roadway design changes.

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◼ Improve transit service by increasing efficiency and providing bus stops. ◼ Comply with city plans & policies (including the General Plan Mobility Element, Vision Zero Action Plan, and the Active Transportation Plan). ◼ Provide flood reduction and landscaping opportunities. ◼ Reduce greenhouse gas emissions.

Roundabout Concept Development
Kittelson worked with the City to develop roundabout concept alternatives. In determining the size and placement of the roundabouts, the concepts balance two design goals: safety and mobility. Where they can provide adequate mobility, single- lane roundabouts are preferrable to multilane roundabouts because single-lane roundabouts reduce the complexity of the task for drivers and for people walking or biking by reducing conflict points. Single-lane roundabouts also typically force slower entry and circulating speeds (below 25 mph), reducing the likelihood and severity of crashes compared to other intersection control forms and to multilane roundabouts.

The concepts were also laid out to provide space for curb-separated facilities for pedestrians and bicyclists, either through dedicated lanes or shared-use paths, and to keep vehicle speeds at or below 25 mph while allowing space for truck and bus movements to be made in lane.

Kittelson conducted traffic operations analysis to compare performance between the roundabout concepts and the existing signal configuration. The comparison was tested under current and projected 2040 traffic volumes. This analysis showed that the roundabouts reduced average delay and had similar or shorter queue lengths compared to the existing signal configuration.

Another major motivation for adding roundabouts was to devote excess road space from the signalized intersections to landscaping and stormwater management, especially given that the area is prone to flooding, a risk which is increasing with sea level rise.

Community engagement and input also informed recommendations, including the finer details of the roundabout designs.

Concept designs can be found in Appendix A.

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Stargell Avenue Complete Street Roundabout Performance Memo Study Area Community Input

Kittelson & Associates, Inc.

STUDY AREA COMMUNITY INPUT
The City collected input on the roundabout concept from community members via the following venues:
◼ Community Meeting and Open House on September 18, 2024 ◼ Online community survey on project website1

Community input that relates to the roundabout concepts is listed below in three categories – concerns, desires, and general support. To address how the City has either addressed or reshaped the project based on community input, the memo provides a response for each listed item (whether a single comment or a thematic compilation of many comments).

Concerns
◼ Excessive speeding and unsafe crossings: Residents expressed concerns about constant speeding drivers who do not stop for pedestrians and children coming home from school, particularly between Fifth Street and Main Street. One community member described walking on Stargell Avenue as “harrowing.” Others stated that right-turning cars frequently don’t yield to them at the Fifth Street and Stargell Ave intersection.
◼ Response: Roundabout geometry will reduce vehicle speeds to 25 mph or less through the use of entry curvature and physical channelization. Reduced vehicle speeds improve driver yielding rates to pedestrians trying to cross. The roundabouts provide one lane of traffic to cross at a time, reducing crossing distances and exposure.

◼ Lack of bike facilities: Another resident shared that they don’t feel safe riding their bike on the street, particularly between Fifth Street and Main Street. ◼ Response: Separated bike lanes and shared use paths at the roundabouts will provide an alternative to riding in a shared space with vehicle traffic. This approach is consistent with the rest of the Complete Streets project between Main Street and Mariner Square Loop.

◼ Traffic delay and capacity: One resident shared support for roundabouts in general but was concerned about congestion during high-traffic events like the Antiques Fair on the first Sunday of the month.

1 Was posted until early 2025 at https://www.alamedaca.gov/Departments/Planning- Building-and-Transportation/Transportation/Willie-Stargell-Complete-Street-Project)

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◼ Response: The roundabout provides sufficient capacity to serve the typical demand at this intersection. For infrequent high-traffic events, travel demand will be much higher, but other locations on the City’s roadway network would also form traffic bottlenecks such as at the tubes. So although there would be higher traffic demand at the roundabouts, it would be limited by other congestion getting to and from these intersections.

◼ Signal delay: One resident brought up the existing issue of vehicle delays for drivers making eastbound left turns from Stargell Avenue to Fifth Street. ◼ Response: The traffic operations analysis in this memo shows that the roundabout reduces the queues and delays for this left-turn movement. This is because rather than getting a specific green phase at a traffic signal, drivers just proceed when they have a gap in traffic—so left-turn drivers have more opportunities to complete their movement compared to waiting for the green light.

◼ Speeding on truck aprons: One commenter expressed concern that drivers may use the truck apron to speed.
◼ Response: The truck aprons are designed with a vertical lip that is traversable but is not a desirable option surface for the general public. For commercial truck drivers, they use the truck apron for their back wheels but must make movements at roundabouts at slow speeds (lower than 25 mph).

◼ Queueing into In-n-Out: One resident expressed concern about traffic backing up at the In-n-Out on Stargell Ave, blocking through traffic in the proposed concept with just one lane.
◼ Response: The concept sketch currently allows for the right-turn lane into the In-N- Out to be maintained. Further design phases will account for this movement.

◼ Midblock crossings: A resident expressed concern about routine pedestrian crossings outside of marked crosswalks.
◼ Response: Non-engineering educational, outreach, or intervention efforts can attempt to change behavior, but the proposed concept would make that behavior less risky because there would be fewer lanes to cross at a time, and traffic speeds would be slower.

Desires
◼ Improved wayfinding: One resident said they wanted better signage and wayfinding for existing and proposed pedestrian and bike facilities, especially on the existing wide sidewalk on the south side of Stargell Avenue east of Fifth Street that can function as a shared-use path.
◼ Response: New pavement markings and signage will clearly direct people walking and biking to the proposed facilities and to other destinations and pedestrian/bike routes in the area.

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◼ Traffic calming: Another resident expressed support for traffic calming on Stargell Avenue, including speed bumps, chicanes, and raised crosswalks. ◼ Response: Roundabout geometry (including horizontal deflection and roadway narrowing with splitter islands) will act as traffic calming and reduce vehicle speeds. The design will supplement this traffic calming effect as appropriate with raised crosswalks.

◼ Flashing lights at crossings: One resident requested flashing lights at pedestrian crossings at the proposed roundabouts.
◼ Response: There are a few common supplemental pedestrian treatments at roundabouts, and they are all most commonly applied at multilane roundabouts:
rectangular rapid flashing beacons (RRFBs, or the flashing lights the resident noted); raised or table-top crossings, pedestrian hybrid beacons (PHBs), or signals.

These treatments are commonly applied to increase yielding likelihood or to reduce pedestrian delay. Single-lane roundabouts like the ones proposed here have satisfactory yielding behavior and pedestrian delay without supplemental treatments. However, the City will incorporate a raised crosswalk on this project in response to community input on this and other projects. Raised crosswalks slow all traffic instead of only being activated with a push button.

◼ Bicyclists using travel lanes: Another resident wanted the option for people biking to use the roadway in case they want to avoid circuitous path around the roundabouts.
◼ Response: Cyclists always have the option to circulate with vehicle traffic, and the bike lane design will allow cyclists to make this merge.

General Support
In addition to specific concerns and desires from community input, the City received general support for the following aspects of the project:
◼ Addition of new roundabouts.
◼ Improved pedestrian-bike connection to the Oakland-Alameda Water Shuttle.

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Stargell Avenue Complete Street Roundabout Performance Memo Existing Conditions and planning context

Kittelson & Associates, Inc.

EXISTING CONDITIONS AND PLANNING CONTEXT
This section summarizes the existing conditions and planning context of the project site vicinity.

Pedestrian and Bicycle Facilities
Stargell Avenue and Fifth Street
The proposed roundabout would connect to pedestrian paths on each side of all four approach roadways. All of these pedestrian paths are sidewalks except for the shared- use paths on the north side of Stargell Avenue west of Fifth Street and on the south side of Stargell Avenue east of Fifth Street. All legs have marked crosswalks. On Stargell Avenue, existing striped bike lanes (Class II) are present on the east leg (westbound approach, eastbound departure) but not on the west leg; the west leg instead has sharrows. Striped bike lanes (Class II) are present on Fifth Street north and south of the intersection.

On Fifth Street, the Alameda Active Transportation Plan calls for buffered bike lanes north of Stargell Avenue and separated bike lanes south of Stargell Avenue. These proposed facilities will tie into the bicycle facilities included in the roundabout concept.

Stargell Avenue, Mariner Square Loop, and Campus Drive
The proposed roundabout would connect to the sidewalk along the north side of Stargell Avenue and the separated shared-use path along the south side of Stargell Avenue on both sides of the intersection. It would also connect to the sidewalks along the west side of Mariner Square Loop and Campus Drive. There are no sidewalks on the east side of Mariner Square Loop and Campus Drive. All legs have marked crosswalks.

As for bike-specific facilities, there are striped bike lanes (Class II) on both sides of Stargell Avenue and Campus Drive but only sharrows on Mariner Square Loop to the north.

Transit Services
The study area serves two AC Transit routes (bus Lines 19 and 96). Currently, Line 19 only runs along Mariner Square Loop and Stargell Avenue east of Mariner Square Loop.

However, the Realign project -- AC Transit’s comprehensive assessment of all its bus lines in response to significant travel changes since the pandemic – reroutes Line 19 along Fifth Street and farther west along Stargell Avenue. Figure 1 provides a map of this reroute, in addition to AC Transit Line 20, which runs adjacent to the project area.

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Stargell Avenue Complete Street Roundabout Performance Memo Existing Conditions and planning context

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Within the study area, the following bus stop is present:
◼ Stargell Avenue & Mariner Square Loop: Lines 19 and 96, northbound

Additional eastbound and westbound stops for Lines 19 and 96 are proposed along Stargell Avenue at Mosley Avenue and Coral Sea Street.

Table 1 presents the existing and proposed bus frequencies by line. The AC Transit Realign does not include changes to bus frequencies for either of the lines running through the project area.

Table 1: Bus Frequency Summary
Route Weekday Weekend
Line 19 1 hour 1 hour
Line 96 30 minutes 30 minutes
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Figure 1: AC Transit Bus Route Map for Lines 19 and 20

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Stargell Avenue Complete Street Roundabout Performance Memo Existing Conditions and planning context

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Speed
Current speed limits within the study area roadways are as follows:
◼ Stargell Avenue, Fifth Street, Mariner Square Loop: 25 mph ◼ Campus Drive: 15 mph

The City provided Kittelson with a speed study completed along Stargell Avenue, between Mosley Avenue and Coral Sea Street for one week in May of 2024. This study showed the following:
◼ Eastbound direction: Median speed is 34.1 mph, 85th percentile speed is 39.4 mph ◼ Westbound direction: Median speed is 34.9 mph, 85th percentile speed is 40.3 mph ◼ 85th percentile speeds exceed the posted speed limit by 15 mph and the median speeds exceed the posted speed limit by 10 mph.

Traffic Operations Analysis
Vehicular, bicycle, and pedestrian AM Peak and PM Peak turning movement counts were collected on Thursday, May 9, 2024, at the following intersections:
◼ Stargell Avenue/Fifth Street
◼ Stargell Avenue/Mariner Square Loop/Campus Drive

Appendix B presents these turning movement counts.

Kittelson used PTV Vistro software to model the two intersections with their existing signal configurations and with the proposed roundabout configurations for both the AM and PM peak periods. This was used to compare traffic operations between the two alternatives with existing traffic volumes. Kittelson also conducted this analysis with projected 2040 traffic volumes. Appendix C provides Vistro reports of these results.

Cardinal directions for the study intersections were assumed as follows:
◼ Stargell Avenue: east/west
◼ Fifth Street: north/south
◼ Mariner Square Loop/Campus Drive: north/south

Intersection delay is one key measure from the Vistro analysis. Table 2 and Table 3 show a comparison of intersection delay under all the different scenarios for the two intersections.

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Stargell Avenue Complete Street Roundabout Performance Memo Existing Conditions and planning context

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Table 2: Stargell Avenue and Fifth Street - Intersection Delays Weekday AM Weekday PM

Signal Roundabout Signal Roundabout
Average
Delay (s) V/C Average
Delay (s) V/C Average
Delay (s) V/C Average
Delay (s) V/C
Existing 17.2 0.63 7.9 0.47 17.9 0.53 10 0.57
2040 17.4 0.64 7.9 0.47 19.8 0.64 12.2 0.70

Table 3: Stargell Avenue and Mariner Square Loop - Intersection Delays

Another key measure from the Vistro analysis are queue lengths. Table 4 through Table 7 show 95th percentile queue lengths under all the different scenarios for the two intersections. These values represent conditions for the worst five percent of the weekday peak hour. Queue lengths that exceed the storage length for that movement are highlighted in orange.

As shown in Table 4 through Table 7, the only existing movement for which the 95th percentile queues exceed capacity is the signalized southbound left at Mariner Square Loop. That queue also exceeds capacity in 2040. The only additional 95th percentile queue that exceeds capacity in 2040 is the signalized eastbound left at Fifth street. No roundabout alternative queues exceed capacity under current or 2040 traffic volumes

Weekday AM Weekday PM
Signal Roundabout Signal Roundabout
Average
Delay (s)
V/C Average
Delay (s)
V/C Average
Delay (s)
V/C Average
Delay (s)
V/C
Existing 10 0.52 10.1 0.66 27 0.88 17.9 0.84
2040 16.3 0.6 14.7 0.82 66.2 1.17 56 1.1
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Stargell Avenue Complete Street Roundabout Performance Memo Existing Conditions and planning context

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Table 4: Stargell Avenue and Fifth Street – Existing 95th Percentile Queue Lengths Northbound Southbound Eastbound Westbound

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
Existing
Storage 200 1,800 100 325 100 65 600 800 800 225
Existing
Weekday
AM
Signal 10 80 30 30 25 30 155 25 175 20
Roundabout 30 30 55 65
Existing
Weekday
PM
Signal 5 65 40 50 25 65 135 70 155 40
Roundabout 25 60 70 100

Table 5: Stargell Avenue and Fifth Street – 2040 95th Percentile Queue Lengths

Northbound Southbound Eastbound Westbound

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
Existing
Storage 200 1,800 100 325 100 65 600 800 800 225
2040
Weekday
AM
Signal 9 85 35 30 30 35 150 20 180 20
Roundabout 30 30 55 65
2040
Weekday
PM
Signal 5 70 70 50 45 75 135 80 170 75
Roundabout 25 65 75 150
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Stargell Avenue Complete Street Roundabout Performance Memo Existing Conditions and planning context

Kittelson & Associates, Inc.

Table 6: Stargell Avenue and Mariner Square Loop – Existing 95th Percentile Queue Lengths
Northbound Southbound Eastbound Westbound

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
Existing
Storage 1,000 225 1,375 125 800 800 100 700 350
Existing
Weekday
AM
Signal 10 25 5 15 50 50 25 50 40
Roundabout 5 20 70 135
Existing
Weekday
PM
Signal 25 405 15 40 85 85 30 125 205
Roundabout 15 135 105 285

Table 7: Stargell Avenue and Mariner Square Loop – 2040 95th Percentile Queue Lengths Northbound Southbound Eastbound Westbound

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
Existing
Storage 1,000 225 1,375 125 800 800 100 700 350
2040
Weekday
AM
Signal 20 125 10 35 70 70 40 80 130
Roundabout 5 35 90 250
2040
Weekday
PM
Signal 25 1,180 50 75 75 75 30 145 300
Roundabout 15 540 165 595

Figure 2 and Figure 3 show simplified diagrams of the queue lengths reported in Table 4 through Table 7.

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Stargell Avenue Complete Street Roundabout Performance Memo Existing Conditions and planning context

Kittelson & Associates, Inc.

Figure 2: Stargell Avenue and Fifth Street - Queue Length Diagrams

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Stargell Avenue Complete Street Roundabout Performance Memo Existing Conditions and planning context

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Figure 3: Stargell Avenue and Mariner Square Loop - Queue Length Diagrams

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Stargell Avenue Complete Street Roundabout Performance Memo Existing Conditions and planning context

Kittelson & Associates, Inc.

ANALYSIS RESULTS
The operations analysis and queue length analysis show:
◼ Both roundabout alternatives have an average delay that is the same or better than the signal alternatives under all scenarios, existing and future. Additionally, no roundabout queue lengths exceed their capacity whereas the signal has 1 queue length in existing and 2 queue lengths in the future that exceed capacity. ⚫ At Fifth Street, the signal has longer 95th percentile queue lengths than the roundabout in almost all movements in all scenarios.
⚫ At Mariner Square Loop, there is more variability in which alternative has the longer queue lengths. However, the outlier southbound queue lengths during the PM peak hour for the signal alternative are less than half as long for the roundabout alternative, existing and future.
◼ In conclusion, both roundabouts provide moderate to significant traffic operation benefits now and in the future as compared to the existing signals.

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Stargell Avenue Complete Street Roundabout Performance Memo Existing Conditions and planning context

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Appendix A Concept Designs
Stargell Ave
5th St
H:\24\24846 - City of Alameda On-Call Services 2020\005 - Clement_Tilden design\Stargell\design\_CD\CD-Concepts - 5th.dwg Jan 15, 2025 - 8:33am - bdemonbreun Layout Tab: Stargell - 5th 11x17 Willie Stargell Ave and 5th StAlameda, CA1
Draft Roundabout Concepts
January 2025
Figure N050 2550Scale: 1" = 50'
LEGENDPavementBike FacilityLandscaping or Green InfrastructureSidewalk or Multi-Use PathTruck ApronDriveway

TIE INTO EXISTINGOR CONTINUEDESIGN TO MARINERSQUARE LOOP © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS MarinerSquare Loop
Campus Dr
Stargell Ave
H:\24\24846 - City of Alameda On-Call Services 2020\005 - Clement_Tilden design\Stargell\design\_CD\CD-Concepts.dwg Sep 13, 2024 - 1:35pm - bdemonbreun Layout Tab: Stargell - Msq Loop 11x17 Willie Stargell Ave and Mariner Square Loop/Campus DrAlameda, CA2 Draft Roundabout Concepts
September 2024
Figure N050 2550Scale: 1" = 50'

EXISTING BUS STOP

TIE INTO EXISTING

TIE INTO EXISTING
LEGENDPavementBike FacilityLandscaping or Green InfrastructureSidewalk or Multi-Use PathTruck ApronDriveway TIE INTO EXISTINGOR CONTINUE DESIGNTO 5TH STREET
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Appendix B Turning Movement Counts
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:
5th St -- Willie Stargell Ave
QC JOB #:

QC JOB #:
16603801
CITY/STATE:

CITY/STATE:

Alameda, CA
DATE:

DATE:

Thu, May 9 2024
181
189
44 85
52 428
43 48
455
347

0.87 0.87
375
401
11 32
479
9 98
80 128
187
Peak-Hour: 7:45 AM -- 8:45 AM
Peak-Hour: 7:45 AM -- 8:45 AM
Peak 15-Min: 8:15 AM -- 8:30 AM
Peak 15-Min: 8:15 AM -- 8:30 AM
5 2.1

4.5 3.5

7.7 1.6
0 8.3
2 3.2

1.3 2.7
0 0

3.1 0
0 0

2.3 0
7 6
4 2
0 1
0 0
0 0
0 1
2 0
0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
5th St
5th St
(Northbound)
(Northbound)
5th St
5th St
(Southbound)
(Southbound)
Willie Stargell Ave
Willie Stargell Ave
(Eastbound)
(Eastbound)
Willie Stargell Ave
Willie Stargell Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
7:00 AM
0 4
2 0
0 0
1 0
1 14
0 0
3 23
3 0
51 7:05 AM
0 5
2 0
2 4
1 0
0 19
0 0
1 18
1 0
53 7:10 AM
0 4
2 0
4 7
3 0
1 12
1 0
0 8
5 0
47 7:15 AM
0 3
5 0
4 3
1 0
1 12
0 0
0 21
4 0
54 7:20 AM
1 3
3 0
2 5
1 0
1 11
1 0
2 20
7 0
57 7:25 AM
0 1
3 0
2 5
4 0
2 18
0 0
0 29
5 0
69 7:30 AM
0 0
3 0
7 4
4 0
3 19
1 0
1 10
2 0
54 7:35 AM
0 1
4 0
7 0
2 0
1 26
1 0
2 27
2 0
73 7:40 AM
0 2
3 0
5 7
2 0
1 22
1 0
3 21
5 0
72 7:45 AM
0 6
2 0
7 4
2 0
1 30
1 0
3 31
4 0
91 7:50 AM
0 7
1 0
7 7
4 0
1 32
1 0
1 32
4 0
97 7:55 AM
0 3
5 0
5 7
4 0
2 31
1 0
2 40
2 0
102
820
8:00 AM
3 5
9 0
5 5
6 0
3 24
0 0
1 30
4 0
95 864
8:05 AM
1 5
8 0
5 11
2 0
3 24
2 0
2 31
1 0
95 906
8:10 AM
2 4
4 0
6 9
4 0
3 37
3 0
1 22
6 0
101
960
8:15 AM
1 5
6 0
3 9
6 0
6 32
1 0
5 42
3 0
119
1025
8:20 AM
0 11
8 0
2 10
7 0
3 34
0 0
3 33
7 0
118
1086
8:25 AM
1 11
6 0
1 5
2 0
4 35
1 0
8 33
6 0
113
1130
8:30 AM
0 17
12 0
4 9
2 0
7 34
0 0
2 20
4 0
111
1187
8:35 AM
0 16
9 0
3 5
1 0
5 21
0 0
2 29
3 0
94 1208
8:40 AM
1 8
10 0
4 4
4 0
5 13
1 0
2 32
4 0
88 1224
8:45 AM
0 8
7 0
2 5
4 0
1 16
0 0
5 20
6 0
74 1207
8:50 AM
0 6
9 0
2 11
5 0
2 14
0 0
4 19
4 0
76 1186
8:55 AM
2 12
9 0
6 6
2 0
3 17
1 0
1 31
4 0
94 1178
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
8 108
80 0
24 96
60 0
52 404
8 0
64 432
64 0
1400
Heavy Trucks
0 0
0 0
0 4
0 8
0 0
12 4
28 Buses
Pedestrians
8 0
0 8
16 Bicycles
0 0
0 0
0 0
0 0
0 4
0 0
4 Scooters
Comments:

Report generated on 5/24/2024 3:57 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:
5th St -- Willie Stargell Ave
QC JOB #:

QC JOB #:
16603802
CITY/STATE:

CITY/STATE:

Alameda, CA
DATE:

DATE:

Thu, May 9 2024
333
328
71 176
86 408
104
101
550
284

0.92 0.92
331
395
7 118
398
6 123
28 301
157
Peak-Hour: 4:40 PM -- 5:40 PM
Peak-Hour: 4:40 PM -- 5:40 PM
Peak 15-Min: 5:05 PM -- 5:20 PM
Peak 15-Min: 5:05 PM -- 5:20 PM

1.2 1.5
0 0.6

3.5 2.5
0 5

2.7 1.4
3 1
0 0
2 0
0 3.6

0.3 0.6
10 28
12 4
0 1
0 1
0 3
1 1
3 0
2 2
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
5th St
5th St
(Northbound)
(Northbound)
5th St
5th St
(Southbound)
(Southbound)
Willie Stargell Ave
Willie Stargell Ave
(Eastbound)
(Eastbound)
Willie Stargell Ave
Willie Stargell Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
0 11
3 0
13 7
4 0
11 27
0 0
6 15
6 0
103
4:05 PM
1 10
3 0
11 11
8 0
5 32
3 0
3 26
10 0
123
4:10 PM
0 11
6 0
10 10
2 0
7 29
0 0
3 25
8 0
111
4:15 PM
0 12
6 0
10 18
7 0
5 21
0 0
6 25
14 0
124
4:20 PM
0 7
3 0
9 9
4 0
5 22
0 0
7 25
9 0
100
4:25 PM
0 8
5 0
3 11
5 0
5 23
0 0
8 26
3 0
97 4:30 PM
0 10
4 0
8 16
5 0
4 21
1 0
5 22
15 0
111
4:35 PM
0 12
7 0
2 11
5 0
4 31
0 0
9 23
10 0
114
4:40 PM
0 5
1 0
8 10
4 0
6 31
0 0
12 34
9 0
120
4:45 PM
0 9
7 0
10 15
8 0
5 24
2 0
12 13
10 0
115
4:50 PM
0 6
1 0
9 10
5 0
7 30
1 0
11 26
10 0
116
4:55 PM
0 7
1 0
10 10
4 0
10 27
0 0
7 24
11 0
111
1345
5:00 PM
1 11
3 0
7 13
5 0
11 26
0 0
13 23
8 0
121
1363
5:05 PM
0 12
2 0
6 22
5 0
4 28
1 0
4 32
8 0
124
1364
5:10 PM
1 15
0 0
5 16
8 0
18 23
1 0
10 28
13 0
138
1391
5:15 PM
1 12
2 0
7 16
6 0
10 25
0 0
13 32
5 0
129
1396
5:20 PM
1 9
2 0
5 16
6 0
8 17
0 0
7 29
4 0
104
1400
5:25 PM
1 12
2 0
6 18
9 0
5 12
0 0
9 26
10 0
110
1413
5:30 PM
1 11
3 0
5 17
3 0
11 22
0 0
11 26
7 0
117
1419
5:35 PM
0 14
4 0
8 13
8 0
9 19
2 0
9 38
6 0
130
1435
5:40 PM
0 12
4 0
4 13
6 0
11 16
2 0
7 33
6 0
114
1429
5:45 PM
1 12
2 0
8 16
10 0
9 22
1 0
6 25
8 0
120
1434
5:50 PM
0 9
1 0
8 14
3 0
7 18
1 0
12 25
7 0
105
1423
5:55 PM
1 12
2 0
12 13
10 0
6 20
0 0
4 32
7 0
119
1431
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
8 156
16 0
72 216
76 0
128
304
8 0
108
368
104
0 1564
Heavy Trucks
0 0
0 4
4 0
0 8
0 0
20 4
40 Buses
Pedestrians
4 8
24 12
48 Bicycles
0 0
8 0
0 0
4 0
0 0
4 0
16 Scooters
Comments:

Report generated on 5/24/2024 3:57 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

Mariner Square Loop/E Campus Dr -- Willie Stargell Ave
QC JOB #:

QC JOB #:
16603803
CITY/STATE:

CITY/STATE:

Alameda, CA
DATE:

DATE:

Thu, May 9 2024
104
238
6 6
92 495
36 198
735
433

0.89 0.89
484
479
10 53
547
5 4
22 69
31 Peak-Hour: 7:45 AM -- 8:45 AM
Peak-Hour: 7:45 AM -- 8:45 AM
Peak 15-Min: 8:10 AM -- 8:25 AM
Peak 15-Min: 8:10 AM -- 8:25 AM

4.8 5.5
0 0

5.4 2.8
0 6.6

3.7 3.7

2.9 3.3
0 0

3.8 0
0 0
0 0
3 11
0 12
0 0
0 0
0 1
0 1
0 0
0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
Mariner Square Loop/E
Mariner Square Loop/E
Campus Dr
Campus Dr
(Northbound)
(Northbound)
Mariner Square Loop/E
Mariner Square Loop/E
Campus Dr
Campus Dr
(Southbound)
(Southbound)
Willie Stargell Ave
Willie Stargell Ave
(Eastbound)
(Eastbound)
Willie Stargell Ave
Willie Stargell Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
7:00 AM
0 0
0 0
10 0
1 0
2 12
0 0
0 30
14 0
69 7:05 AM
0 0
0 0
8 0
0 0
0 25
0 0
0 15
12 0
60 7:10 AM
0 0
0 0
11 1
1 0
2 13
1 0
1 27
2 0
59 7:15 AM
0 0
0 0
5 0
1 0
1 20
1 0
1 26
6 0
61 7:20 AM
0 0
0 0
10 0
0 0
3 13
0 0
0 28
11 0
65 7:25 AM
0 0
0 0
6 0
0 0
0 23
0 0
1 35
13 0
78 7:30 AM
0 0
2 0
5 0
1 0
2 28
0 0
1 14
12 0
65 7:35 AM
0 0
1 0
6 0
1 0
2 35
0 0
1 34
8 0
88 7:40 AM
0 0
1 0
7 0
0 0
1 25
0 0
2 39
15 0
90 7:45 AM
0 0
0 0
7 0
0 0
2 33
2 0
1 38
18 0
101
7:50 AM
3 0
0 0
8 1
0 0
1 39
1 0
3 35
19 0
110
7:55 AM
0 0
0 0
2 1
0 0
5 36
0 0
3 45
7 0
99 945
8:00 AM
0 0
1 0
13 1
3 0
2 31
0 0
3 37
13 0
104
980
8:05 AM
0 0
1 0
12 1
0 0
4 36
1 0
2 35
16 0
108
1028
8:10 AM
1 1
1 0
6 0
1 0
3 47
2 0
11 42
15 0
130
1099
8:15 AM
1 0
1 0
8 1
1 0
2 32
4 0
9 45
20 0
124
1162
8:20 AM
0 0
4 0
5 0
0 0
3 41
0 0
7 49
17 0
126
1223
8:25 AM
0 2
2 0
5 1
0 0
3 41
0 0
3 46
15 0
118
1263
8:30 AM
0 0
8 0
6 0
0 0
3 45
0 0
4 35
24 0
125
1323
8:35 AM
0 1
2 0
12 0
1 0
2 31
0 0
3 40
14 0
106
1341
8:40 AM
0 0
2 0
8 0
0 0
6 21
0 0
4 37
20 0
98 1349
8:45 AM
0 2
2 0
8 0
0 0
6 20
0 0
5 34
23 0
100
1348
8:50 AM
1 1
2 0
8 0
2 0
2 24
0 0
7 32
24 0
103
1341
8:55 AM
0 1
2 0
8 0
1 0
2 28
0 0
2 40
22 0
106
1348
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
8 4
24 0
76 4
8 0
32 480
24 0
108
544
208
0 1520
Heavy Trucks
0 0
0 0
0 0
0 24
0 0
16 12
52 Buses
Pedestrians
16 4
12 0
32 Bicycles
0 0
0 0
0 0
0 0
0 0
0 0
0 Scooters
Comments:

Report generated on 5/24/2024 3:57 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 2 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

Mariner Square Loop/E Campus Dr -- Willie Stargell Ave
QC JOB #:

QC JOB #:
16603804
CITY/STATE:

CITY/STATE:

Alameda, CA
DATE:

DATE:

Thu, May 9 2024
430
451
33 8
389
605
49 395
1001
414

0.93 0.93
566
468
5 40
860
3 10
49 45
62 Peak-Hour: 4:00 PM -- 5:00 PM
Peak-Hour: 4:00 PM -- 5:00 PM
Peak 15-Min: 4:35 PM -- 4:50 PM
Peak 15-Min: 4:35 PM -- 4:50 PM

0.2 1.6
0 0

0.3 2
0 1.8

1.9 2.4

2.1 2.1
0 0

1.3 0
0 0
0 0
10 23
4 21
0 0
0 0
1 3
1 0
0 0
0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
Mariner Square Loop/E
Mariner Square Loop/E
Campus Dr
Campus Dr
(Northbound)
(Northbound)
Mariner Square Loop/E
Mariner Square Loop/E
Campus Dr
Campus Dr
(Southbound)
(Southbound)
Willie Stargell Ave
Willie Stargell Ave
(Eastbound)
(Eastbound)
Willie Stargell Ave
Willie Stargell Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
1 1
5 0
30 2
4 0
1 40
0 0
2 41
38 2
167
4:05 PM
0 1
7 0
42 0
1 0
3 42
0 0
5 42
24 0
167
4:10 PM
0 1
2 0
29 2
1 0
10 39
0 0
0 36
35 0
155
4:15 PM
0 0
5 0
34 0
2 0
3 35
2 1
3 69
30 0
184
4:20 PM
0 3
4 0
26 0
1 0
2 22
1 1
1 43
39 0
143
4:25 PM
0 1
1 0
26 1
3 0
3 33
0 0
1 50
38 0
157
4:30 PM
0 0
2 0
23 0
1 0
4 32
1 0
3 57
29 1
153
4:35 PM
0 1
5 0
36 0
2 0
4 33
0 0
4 44
39 1
169
4:40 PM
2 2
6 0
42 0
2 0
7 33
0 0
5 48
38 0
185
4:45 PM
0 0
5 0
35 2
6 0
3 36
1 1
3 43
37 2
174
4:50 PM
0 0
4 0
33 0
5 0
3 34
0 0
3 42
25 2
151
4:55 PM
0 0
3 0
33 1
5 0
3 35
0 0
2 51
23 0
156
1961
5:00 PM
0 2
1 0
18 1
5 0
9 24
3 0
4 48
44 0
159
1953
5:05 PM
1 0
0 0
17 1
6 0
8 22
0 0
4 72
27 0
158
1944
5:10 PM
0 0
0 0
12 3
6 0
6 25
1 1
2 58
40 0
154
1943
5:15 PM
2 0
2 0
26 1
10 0
10 26
0 1
8 46
23 0
155
1914
5:20 PM
4 0
2 0
39 0
3 0
6 23
1 0
7 46
30 0
161
1932
5:25 PM
0 0
0 0
27 2
5 0
2 15
1 1
3 57
32 0
145
1920
5:30 PM
0 0
1 0
35 1
5 0
5 17
1 0
10 47
26 1
149
1916
5:35 PM
1 0
2 0
27 1
2 0
4 33
1 1
9 55
29 0
165
1912
5:40 PM
0 1
2 0
32 0
1 0
6 14
1 0
8 46
32 0
143
1870
5:45 PM
0 0
5 0
29 2
6 0
3 28
0 2
15 62
32 0
184
1880
5:50 PM
2 4
1 0
36 0
4 0
3 23
1 0
1 40
37 0
152
1881
5:55 PM
0 1
0 0
25 1
6 0
4 28
0 1
5 69
34 1
175
1900
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
8 12
64 0
452
8 40
0 56
408
4 4
48 540
456
12 2112
Heavy Trucks
0 0
0 0
0 0
0 4
0 0
16 12
32 Buses
Pedestrians
24 4
32 0
60 Bicycles
0 0
0 0
0 0
0 4
0 0
0 0
4 Scooters
Comments:

Report generated on 5/24/2024 3:57 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 2 ends

February 13, 2025 Page 19
Stargell Avenue Complete Street Roundabout Performance Memo Existing Conditions and planning context

Kittelson & Associates, Inc.

Appendix C Vistro Traffic Operations Results
Intersection Analysis Summary
1/8/2025Report File: H:\...\_Stargell 2024 AM Existing.pdf Scenario 5 Signalized Weekday AM ExistingVistro File: H:\...\248460.005_Stargell ops_2024-10-15 - BZD.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

A10.00.515EB LeftHCM 7th
EditionSignalizedStargell/Mariner
Square/Campus6
B17.20.630NB LeftHCM 7th
EditionSignalizedStargell/5th1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID 1 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with

0.630Volume to Capacity (v/c):

BLevel Of Service:

17.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Stargell/5th
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
225.00100.001000.00100.00100.0065.00100.00100.00100.00100.00100.00200.00Entry Pocket Length [ft] 101001001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Willie Stargell AvenueWillie Stargell Avenue5th Street5th StreetName Intersection Setup
2 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
1303v_ci, Inbound Pedestrian Volume crossing mi
0313v_co, Outbound Pedestrian Volume crossing
3004v_di, Inbound Pedestrian Volume crossing m
4003v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
554313713399496098519211310Total Analysis Volume [veh/h] 14108931001215241323283Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.87000.87000.87000.87000.87000.87000.87000.87000.87000.87000.87000.8700Peak Hour Factor 4837532113474352854480989Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

4.004.004.002.002.002.003.003.003.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 4837532113474352854480989Base Volume Input [veh/h]
Willie Stargell AvenueWillie Stargell Avenue5th Street5th StreetName Volumes
3 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
NoNoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoYesNoNoMinimum Recall

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
0149014901490149Split [s]
Phasing & Timing: Free Running (No Pattern)

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.020.020.00.020.020.00.00.00.00.020.020.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft]

0.02.62.00.02.62.00.02.62.00.02.62.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.03.00.00.03.00.00.03.00.00.03.00.0Delayed Vehicle Green [s] 0200014001200200Pedestrian Clearance [s]
010001000800100Walk [s]

0.01.01.00.01.01.00.01.01.00.01.01.0All red [s]

0.03.63.00.03.63.00.03.63.00.03.63.0Amber [s]
038180308022100228Maximum Green [s]
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing (Basic)

16.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Fully actuatedActuation Type
Free RunningCoordination Type
Free Running (No Pattern)Active Pattern
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
4 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with

16.17170.9620.62153.6726.2224.5525.6027.2878.357.7495th-Percentile Queue Length [ft/ln]

0.656.840.826.151.050.981.021.093.130.3195th-Percentile Queue Length [veh/ln]

8.9894.9811.4685.3714.5713.6414.2215.1643.534.3050th-Percentile Queue Length [ft/ln]

0.363.800.463.410.580.550.570.611.740.1750th-Percentile Queue Length [veh/ln] NoYesNoNoYesNoNoYesYesNoCritical Lane Group
BBCBCBBCBCLane Group LOS

11.8617.4126.7815.9325.9713.2413.1526.0316.8033.78d, Delay for Lane Group [s/veh]

0.120.790.510.720.540.180.170.550.530.42X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.112.625.311.774.790.200.164.891.1411.37d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.110.110.110.11k, delay calibration

11.7414.8021.4714.1621.1813.0413.0021.1415.6622.41d1, Uniform Delay [s] 46354573569924294889338624c, Capacity [veh/h]
1561184017521859178116311855176717251781s, saturation flow rate [veh/h]

0.040.230.020.220.030.050.040.030.120.01(v / s)_i Volume / Saturation Flow Rate

0.300.300.040.310.050.260.260.050.220.01g / C, Green / Cycle 1313214212122101g_i, Effective Green Time [s]

2.602.602.002.602.002.602.602.002.602.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

4.604.604.004.604.004.604.604.004.604.00L, Total Lost Time per Cycle [s] 46464646464646464646C, Cycle Length [s]
RCLCLCCLCLLane Group
Lane Group Calculations
5 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 33.78 16.80 16.80 26.03 13.17 13.24 25.97 15.93 15.93 26.78 17.41 11.86 Movement LOS C B B C B B C B B C B B
d_A, Approach Delay [s/veh] 17.59 16.33 17.00 17.49
Approach LOS B B B B
d_I, Intersection Delay [s/veh] 17.17
Intersection LOS B
Intersection V/C 0.630
Emissions
Vehicle Miles Traveled [mph] 0.46 9.34 3.30 5.24 4.97 3.48 29.26 6.19 72.10 9.20 Stops [stops/h] 13.56 137.31 47.81 44.86 43.02 45.95 269.31 36.14 299.62 28.33 Fuel consumption [US gal/h] 0.16 1.84 0.67 0.68 0.65 0.66 4.03 0.66 6.15 0.67 CO [g/h] 11.35 128.87 46.84 47.56 45.43 45.86 281.59 45.87 429.97 46.70 NOx [g/h] 2.21 25.07 9.11 9.25 8.84 8.92 54.79 8.92 83.66 9.09 VOC [g/h] 2.63 29.87 10.85 11.02 10.53 10.63 65.26 10.63 99.65 10.82 Other Modes
g_Walk,mi, Effective Walk Time [s] 14.0 14.0 12.0 14.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 4134.90 24021.85 0.00 3330.51 d_p, Pedestrian Delay [s] 10.97 10.97 12.40 10.97
I_p,int, Pedestrian LOS Score for Intersectio 2.173 2.188 2.211 2.461 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 964 964 1314 1665 d_b, Bicycle Delay [s] 6.13 6.13 2.68 0.64
I_b,int, Bicycle LOS Score for Intersection 1.914 1.732 2.320 2.423 Bicycle LOS A A B B
----------------Ring 4
----------------Ring 3
------------8765Ring 2
------------4321Ring 1
Sequence
6 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with

0.515Volume to Capacity (v/c):

ALevel Of Service:

10.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 6: Stargell/Mariner Square/Campus
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

0.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000100000000No. of Lanes in Exit Pocket
350.00100.00100.00100.00100.00125.00100.00100.00225.00100.00100.00100.00Entry Pocket Length [ft] 101001001000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Willie Stargell AvenueWillie Stargell AvenueMariner Square LoopE Campus DriveName Intersection Setup
7 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
222544601148740771032546Total Analysis Volume [veh/h]
56136153122102226611Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.89000.89000.89000.89000.89000.89000.89000.89000.89000.89000.89000.8900Peak Hour Factor 19848453104333666922245Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

5.005.005.003.003.003.008.008.008.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 19848453104333666922245Base Volume Input [veh/h]
Willie Stargell AvenueWillie Stargell AvenueMariner Square LoopE Campus DriveName Volumes
8 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
0149014901490149Split [s]
Phasing & Timing: Free Running (No Pattern)

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.020.020.00.020.020.00.020.020.00.020.020.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft]

0.02.82.00.02.82.00.02.62.00.02.62.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.03.00.00.03.00.00.03.00.00.03.00.0Delayed Vehicle Green [s] 0140022002200260Pedestrian Clearance [s]
060090090090Walk [s]

0.01.21.00.01.21.00.01.01.00.01.01.0All red [s]

0.03.63.00.03.63.00.03.63.00.03.63.0Amber [s]
035150351502050205Maximum Green [s]
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing (Basic)

16.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Fully actuatedActuation Type
Free RunningCoordination Type
Free Running (No Pattern)Active Pattern
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
9 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with

39.7947.0720.2045.7245.9614.372.8724.797.1295th-Percentile Queue Length [ft/ln]

1.591.880.811.831.840.570.110.990.2895th-Percentile Queue Length [veh/ln]

22.1126.1511.2225.4025.537.981.5913.773.9650th-Percentile Queue Length [ft/ln]

0.881.050.451.021.020.320.060.550.1650th-Percentile Queue Length [veh/ln] NoYesNoNoNoYesNoYesNoCritical Lane Group
AABAABBBBLane Group LOS

9.088.9317.959.399.3818.6510.2612.2810.41d, Delay for Lane Group [s/veh]

0.440.480.510.440.430.460.040.380.07X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.590.313.460.530.523.770.050.860.07d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.110.110.11k, delay calibration

8.498.6214.508.868.8614.8810.2111.4210.34d1, Uniform Delay [s] 508113911757057487338273467c, Capacity [veh/h]
155134751738184118551767163613141625s, saturation flow rate [veh/h]

0.140.160.030.130.130.020.010.080.02(v / s)_i Volume / Saturation Flow Rate

0.330.330.070.310.310.050.210.210.21g / C, Green / Cycle 1010210102777g_i, Effective Green Time [s]

2.802.802.002.802.802.002.602.602.60l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.002.002.00l1_p, Permitted Start-Up Lost Time [s]

4.804.804.004.804.804.004.604.604.60L, Total Lost Time per Cycle [s] 323232323232323232C, Cycle Length [s]
RCLCCLCLCLane Group
Lane Group Calculations
10 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 10.41 10.41 10.41 12.28 10.26 10.26 18.65 9.39 9.39 17.95 8.93 9.08 Movement LOS B B B B B B B A A B A A
d_A, Approach Delay [s/veh] 10.41 12.03 10.07 9.63
Approach LOS B B B A
d_I, Intersection Delay [s/veh] 9.99
Intersection LOS A
Intersection V/C 0.515
Emissions
Vehicle Miles Traveled [mph] 0.87 8.74 1.19 6.69 41.79 41.53 4.76 43.18 17.62 Stops [stops/h] 17.80 61.97 7.17 35.91 114.87 114.27 50.49 235.30 99.45 Fuel consumption [US gal/h] 0.21 0.96 0.12 0.63 2.83 2.82 0.69 4.07 1.69 CO [g/h] 14.55 67.07 8.23 43.74 197.95 196.78 48.53 284.27 117.79 NOx [g/h] 2.83 13.05 1.60 8.51 38.51 38.29 9.44 55.31 22.92 VOC [g/h] 3.37 15.54 1.91 10.14 45.88 45.61 11.25 65.88 27.30 Other Modes
g_Walk,mi, Effective Walk Time [s] 13.0 10.0 13.0 13.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 5.64 7.57 5.64 5.64
I_p,int, Pedestrian LOS Score for Intersectio 1.697 2.003 2.449 2.760 Crosswalk LOS A B B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1250 1250 2187 2187 d_b, Bicycle Delay [s] 2.25 2.25 0.14 0.14
I_b,int, Bicycle LOS Score for Intersection 1.617 1.753 2.003 2.241 Bicycle LOS A A B B
----------------Ring 4
----------------Ring 3
------------8-65Ring 2
------------4-21Ring 1
Sequence
11 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
Turning Movement Volume: Summary
1/8/2025Report File: H:\...\_Stargell 2024 AM Existing.pdf Scenario 5 Signalized Weekday AM ExistingVistro File: H:\...\248460.005_Stargell ops_2024-10-15 - BZD.vistro
1349
Total
Volume
198
Right
484
Thru
53 Left
Westbound
10 Right
433
Thru
36 Left
Eastbound
6 Right
6 Thru
92 Left
Southbound
22 Right
4 Thru
5 Left
Northbound
Stargell/Mariner
Square/Campus6
Intersection NameID
1224
Total
Volume
48 Right
375
Thru
32 Left
Westbound
11 Right
347
Thru
43 Left
Eastbound
52 Right
85 Thru
44 Left
Southbound
80 Right
98 Thru
9 Left
Northbound
Stargell/5th1
Intersection NameID
12 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
Turning Movement Volume: Detail
1/8/2025Report File: H:\...\_Stargell 2024 AM Existing.pdf Scenario 5 Signalized Weekday AM ExistingVistro File: H:\...\248460.005_Stargell ops_2024-10-15 - BZD.vistro
1349
0 0
0 -
1349
Total
Volume
198
0 0
0 1.00
198
Right
484
0 0
0 1.00
484
Thru
53 0
0 0

1.00 53
Left
Westbound
10 0
0 0

1.00 10
Right
433
0 0
0 1.00
433
Thru
36 0
0 0

1.00 36
Left
Eastbound
6 0
0 0

1.00 6
Right
6 0
0 0

1.00 6
Thru
92 0
0 0

1.00 92
Left
Southbound
22 0
0 0

1.00 22
Right
4 0
0 0

1.00 4
Thru
5 0
0 0

1.00 5
Left
Northbound
Future Total
Other
Net New Trips
In Process
Growth Factor
Final Base
Stargell/Mariner
Square/Campu
s
6 Volume TypeIntersection
NameID
1224
0 0
0 -
1224
Total
Volume
48 0
0 0

1.00 48
Right
375
0 0
0 1.00
375
Thru
32 0
0 0

1.00 32
Left
Westbound
11 0
0 0

1.00 11
Right
347
0 0
0 1.00
347
Thru
43 0
0 0

1.00 43
Left
Eastbound
52 0
0 0

1.00 52
Right
85 0
0 0

1.00 85
Thru
44 0
0 0

1.00 44
Left
Southbound
80 0
0 0

1.00 80
Right
98 0
0 0

1.00 98
Thru
9 0
0 0

1.00 9
Left
Northbound
Future Total
Other
Net New Trips
In Process
Growth Factor
Final Base
Stargell/5th1
Volume TypeIntersection
NameID
13 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
Traffic Conditions
14 Kittelson & Associates, Inc.1/8/2025
Scenario 5: 5 Signalized Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
Intersection Analysis Summary
1/9/2025Report File: H:\...\_Stargell Vistro Reports - Roundabout 2024 AM.pdf
Scenario 1 Weekday AM ExistingVistro File: H:\...\248460.005_Stargell ops_2024-10-15 - BZD.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

A5.7WB ThruHCM 7th
EditionRoundaboutStargell/Main9
B10.1WB ThruHCM 7th
EditionRoundaboutStargell/Mariner
Square/Campus6
A7.9WB ThruHCM 7th
EditionRoundaboutStargell/5th1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID 1 Kittelson & Associates, Inc.1/9/2025
Scenario 1: 1 Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
ALevel Of Service:

7.9Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

RoundaboutControl Type:

Intersection 1: Stargell/5th
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.87000.87000.87000.87000.87000.87000.87000.87000.87000.87000.87000.8700Peak Hour Factor 4837532113474352854480989Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

4.004.004.002.002.002.003.003.003.002.002.002.00Heavy Vehicles Percentage [%]

7.85Intersection Delay [s/veh]
AAAAApproach LOS

8.477.587.317.44Approach Delay [s/veh]

64.7151.8025.8626.9895th-Percentile Queue Length [ft]

2.592.071.031.0895th-Percentile Queue Length [veh]
AAAALane LOS
Movement, Approach, & Intersection Results

0.470.410.260.27X, volume / capacity
11091112807804Capacity per Entry Lane [veh/h]

1.001.001.001.00Pedestrian Impedance
11541135832821Capacity of Entry and Bypass Lanes [veh/h] 544471216220Entry Flow Rate [veh/h]

0.960.980.970.98HV Adjustment Factor

0.001020.001020.001020.00102B (coefficient)
1380.001380.001380.001380.00A (intercept)

3.003.003.003.00User-Defined Follow-Up Time [s]
NoNoNoNoOverwrite Calculated Follow-Up Time

4.004.004.004.00User-Defined Critical Headway [s]
NoNoNoNoOverwrite Calculated Critical Headway
Lanes
554313713399496098519211310Adjusted Demand Flow Rate [veh/h] 4837532113474352854480989Demand Flow Rate [veh/h]
553520222153Exiting Flow Rate [veh/h]
175192497509Circulating Flow Rate [veh/h]
1111Number of Conflicting Circulating Lanes
Intersection Settings
3 Kittelson & Associates, Inc.1/9/2025
Scenario 1: 1 Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
BLevel Of Service:

10.1Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

RoundaboutControl Type:

Intersection 6: Stargell/Mariner Square/Campus
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.89000.89000.89000.89000.89000.89000.89000.89000.89000.89000.89000.8900Peak Hour Factor 19848453104333666922245Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

5.005.005.003.003.003.008.008.008.000.000.000.00Heavy Vehicles Percentage [%]

10.12Intersection Delay [s/veh]
BAAAApproach LOS

11.668.647.445.59Approach Delay [s/veh]
133.4867.6215.863.8995th-Percentile Queue Length [ft]

5.342.700.630.1695th-Percentile Queue Length [veh]
BAAALane LOS
Movement, Approach, & Intersection Results

0.660.480.180.05X, volume / capacity
12481114666709Capacity per Entry Lane [veh/h]

1.001.001.001.00Pedestrian Impedance
13101147719709Capacity of Entry and Bypass Lanes [veh/h] 86855512735Entry Flow Rate [veh/h]

0.950.970.931.00HV Adjustment Factor

0.001020.001020.001020.00102B (coefficient)
1380.001380.001380.001380.00A (intercept)

3.003.003.003.00User-Defined Follow-Up Time [s]
NoNoNoNoOverwrite Calculated Follow-Up Time

4.004.004.004.00User-Defined Critical Headway [s]
NoNoNoNoOverwrite Calculated Critical Headway
Lanes
222544601148740771032546Adjusted Demand Flow Rate [veh/h] 19848453104333666922245Demand Flow Rate [veh/h]
63858527882Exiting Flow Rate [veh/h]
51182640654Circulating Flow Rate [veh/h]
1111Number of Conflicting Circulating Lanes
Intersection Settings
5 Kittelson & Associates, Inc.1/9/2025
Scenario 1: 1 Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
ALevel Of Service:

5.7Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

RoundaboutControl Type:

Intersection 9: Stargell/Main
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.86000.86000.86000.86000.86000.86000.86000.86000.86000.86000.86000.8600Peak Hour Factor 811777143100366643928942Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

4.004.004.007.007.007.005.005.005.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 811777143100366643928942Base Volume Input [veh/h]
Willie Stargell AvenueMidway AvenueMain StreetMain StreetName Volumes
6 Kittelson & Associates, Inc.1/9/2025
Scenario 1: 1 Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
AIntersection LOS

5.74Intersection Delay [s/veh]
AAAAApproach LOS

6.525.005.315.30Approach Delay [s/veh]

37.9214.6412.7422.2395th-Percentile Queue Length [ft]

1.520.590.510.8995th-Percentile Queue Length [veh]
AAAALane LOS
Movement, Approach, & Intersection Results

0.340.160.150.23X, volume / capacity
112910319201126Capacity per Entry Lane [veh/h]

1.001.001.001.00Pedestrian Impedance
117511039661149Capacity of Entry and Bypass Lanes [veh/h] 399181141265Entry Flow Rate [veh/h]

0.960.930.950.98HV Adjustment Factor

0.001020.001020.001020.00102B (coefficient)
1380.001380.001380.001380.00A (intercept)

3.003.003.003.00User-Defined Follow-Up Time [s]
NoNoNoNoOverwrite Calculated Follow-Up Time

4.004.004.004.00User-Defined Critical Headway [s]
NoNoNoNoOverwrite Calculated Critical Headway
Lanes
94206835011637775010710349Adjusted Demand Flow Rate [veh/h] 811777143100366643928942Demand Flow Rate [veh/h]
286272206221Exiting Flow Rate [veh/h]
158220351180Circulating Flow Rate [veh/h]
1111Number of Conflicting Circulating Lanes
Intersection Settings
7 Kittelson & Associates, Inc.1/9/2025
Scenario 1: 1 Weekday AM Existing
Version 2024 (SP 0-1)
Generated with
Intersection Analysis Summary
1/9/2025Report File: H:\...\_Stargell Vistro Reports - Signalized 2024 PM.pdf
Scenario 6 Signalized Weekday PM ExistingVistro File: H:\...\248460.005_Stargell ops_2024-10-15 - BZD.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

C27.00.871SB LeftHCM 7th
EditionSignalizedStargell/Mariner
Square/Campus6
B17.90.533EB LeftHCM 7th
EditionSignalizedStargell/5th1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID 1 Kittelson & Associates, Inc.1/9/2025
Scenario 6: 6 Signalized Weekday PM Existing
Version 2024 (SP 0-1)
Generated with

0.533Volume to Capacity (v/c):

BLevel Of Service:

17.9Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Stargell/5th
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Willie Stargell AvenueWillie Stargell Avenue5th Street5th StreetName Intersection Setup
2 Kittelson & Associates, Inc.1/9/2025
Scenario 6: 6 Signalized Weekday PM Existing
Version 2024 (SP 0-1)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
1303v_ci, Inbound Pedestrian Volume crossing mi
0313v_co, Outbound Pedestrian Volume crossing
3004v_di, Inbound Pedestrian Volume crossing m
4003v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
11036012883091137719193301347Total Analysis Volume [veh/h] 279032277281948238332Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 10133111872841047117686281236Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

5.003.000.000.001.000.000.001.003.004.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 10133111872841047117686281236Base Volume Input [veh/h]
Willie Stargell AvenueWillie Stargell Avenue5th Street5th StreetName Volumes
3 Kittelson & Associates, Inc.1/9/2025
Scenario 6: 6 Signalized Weekday PM Existing
Version 2024 (SP 0-1)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
NoNoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoYesNoNoMinimum Recall

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
0149014901490149Split [s]
Phasing & Timing: Free Running (No Pattern)

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.020.020.00.020.020.00.020.020.00.020.020.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft]

0.02.62.00.02.62.00.02.62.00.02.62.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0140020001200200Pedestrian Clearance [s]
010001000800100Walk [s]

0.01.01.00.01.01.00.01.01.00.01.01.0All red [s]

0.03.63.00.03.63.00.03.63.00.03.63.0Amber [s]
038180308022100228Maximum Green [s]
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtPerPermissPermissProtecteControl Type Phasing & Timing (Basic)

16.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Fully actuatedActuation Type
Free RunningCoordination Type
Free Running (No Pattern)Active Pattern
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
4 Kittelson & Associates, Inc.1/9/2025
Scenario 6: 6 Signalized Weekday PM Existing
Version 2024 (SP 0-1)
Generated with

38.52153.2168.49132.0663.5624.4147.3536.2464.333.4495th-Percentile Queue Length [ft/ln]

1.546.132.745.282.540.981.891.452.570.1495th-Percentile Queue Length [veh/ln]

21.4085.1238.0573.3635.3113.5626.3120.1335.741.9150th-Percentile Queue Length [ft/ln]

0.863.401.522.931.410.541.050.811.430.0850th-Percentile Queue Length [veh/ln] NoYesNoNoYesNoNoYesYesNoCritical Lane Group
BBCBCBBABCLane Group LOS

14.4818.7826.7218.2828.6912.7513.249.2017.0323.48d, Delay for Lane Group [s/veh]

0.280.760.740.700.750.170.270.170.430.05X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.382.515.921.947.450.170.260.090.760.12d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.110.110.110.11k, delay calibration

14.1116.2620.8116.3421.2412.5912.989.1116.2723.36d1, Uniform Delay [s] 396475174455150466544834383152c, Capacity [veh/h]
1548185518101876181016151885139818371211s, saturation flow rate [veh/h]

0.070.190.070.170.060.050.080.100.090.01(v / s)_i Volume / Saturation Flow Rate

0.260.260.100.240.080.290.290.420.210.01g / C, Green / Cycle 12125114141420100g_i, Effective Green Time [s]

2.602.602.002.602.002.602.600.002.602.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.002.000.002.00l1_p, Permitted Start-Up Lost Time [s]

4.604.604.004.604.004.604.604.604.604.00L, Total Lost Time per Cycle [s] 47474747474747474747C, Cycle Length [s]
RCLCLRCCCLLane Group
Lane Group Calculations
5 Kittelson & Associates, Inc.1/9/2025
Scenario 6: 6 Signalized Weekday PM Existing
Version 2024 (SP 0-1)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 23.48 17.03 17.03 9.20 12.27 12.75 28.69 18.28 18.28 26.72 18.78 14.48 Movement LOS C B B A B B C B B C B B
d_A, Approach Delay [s/veh] 17.30 11.58 21.01 19.69
Approach LOS B B C B
d_I, Intersection Delay [s/veh] 17.91
Intersection LOS B
Intersection V/C 0.533
Emissions
Vehicle Miles Traveled [mph] 0.32 7.47 8.98 9.37 4.98 8.03 22.52 21.41 60.23 18.40 Stops [stops/h] 5.82 109.04 61.42 80.26 41.38 107.73 223.83 116.08 259.69 65.29 Fuel consumption [US gal/h] 0.08 1.48 0.97 1.22 0.63 1.59 3.34 2.22 5.29 1.44 CO [g/h] 5.51 103.34 67.75 85.30 44.27 110.81 233.65 155.11 369.75 100.83 NOx [g/h] 1.07 20.11 13.18 16.60 8.61 21.56 45.46 30.18 71.94 19.62 VOC [g/h] 1.28 23.95 15.70 19.77 10.26 25.68 54.15 35.95 85.69 23.37 Other Modes
g_Walk,mi, Effective Walk Time [s] 14.0 14.0 12.0 14.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 4013.48 22158.54 0.00 3054.47 d_p, Pedestrian Delay [s] 11.68 11.68 13.12 11.68
I_p,int, Pedestrian LOS Score for Intersectio 2.208 2.262 2.195 2.628 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 932 932 1271 1610 d_b, Bicycle Delay [s] 6.73 6.73 3.13 0.90
I_b,int, Bicycle LOS Score for Intersection 1.842 1.857 2.269 2.546 Bicycle LOS A A B B
----------------Ring 4
----------------Ring 3
------------8765Ring 2
------------4321Ring 1
Sequence
6 Kittelson & Associates, Inc.1/9/2025
Scenario 6: 6 Signalized Weekday PM Existing
Version 2024 (SP 0-1)
Generated with

0.871Volume to Capacity (v/c):

CLevel Of Service:

27.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 6: Stargell/Mariner Square/Campus
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Willie Stargell AvenueWillie Stargell AvenueMariner Square LoopE Campus DriveName Intersection Setup
7 Kittelson & Associates, Inc.1/9/2025
Scenario 6: 6 Signalized Weekday PM Existing
Version 2024 (SP 0-1)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
4256094354455335941853113Total Analysis Volume [veh/h]
10615211111113921051331Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93000.93000.93000.93000.93000.93000.93000.93000.93000.93000.93000.9300Peak Hour Factor 3955664054144933838949103Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

5.003.000.000.001.000.000.001.003.004.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 3955664054144933838949103Base Volume Input [veh/h]
Willie Stargell AvenueWillie Stargell AvenueMariner Square LoopE Campus DriveName Volumes
8 Kittelson & Associates, Inc.1/9/2025
Scenario 6: 6 Signalized Weekday PM Existing
Version 2024 (SP 0-1)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
0149014901490149Split [s]
Phasing & Timing: Free Running (No Pattern)

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.020.020.00.020.020.00.020.020.00.020.020.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft]

0.02.82.00.02.82.00.02.62.00.02.62.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.03.00.00.03.00.00.03.00.00.03.00.0Delayed Vehicle Green [s] 0140022002200260Pedestrian Clearance [s]
060090090090Walk [s]

0.01.21.00.01.21.00.01.01.00.01.01.0All red [s]

16.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Fully actuatedActuation Type
Free RunningCoordination Type
Free Running (No Pattern)Active Pattern
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
9 Kittelson & Associates, Inc.1/9/2025
Scenario 6: 6 Signalized Weekday PM Existing
Version 2024 (SP 0-1)
Generated with
202.16120.6728.8783.3483.5735.1214.47402.7622.2995th-Percentile Queue Length [ft/ln]

8.094.831.153.333.341.400.5816.110.8995th-Percentile Queue Length [veh/ln] 114.4467.0416.0446.3046.4319.518.04258.2912.3850th-Percentile Queue Length [ft/ln]

4.582.680.641.851.860.780.3210.330.5050th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoYesNoCritical Lane Group
BBCBBCBFBLane Group LOS

18.8614.5331.3313.3913.3931.1811.6771.3811.85d, Delay for Lane Group [s/veh]

0.790.500.540.340.340.580.071.050.10X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

2.650.315.530.300.305.590.0551.010.07d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.110.320.11k, delay calibration

16.2114.2225.8013.0913.0925.5811.6220.3711.78d1, Uniform Delay [s] 53812248066366692594397666c, Capacity [veh/h]
155135321810187818851810165313271662s, saturation flow rate [veh/h]

0.270.170.020.120.120.030.030.320.04(v / s)_i Volume / Saturation Flow Rate

0.350.350.040.350.350.050.360.360.36g / C, Green / Cycle 1919219193202020g_i, Effective Green Time [s]

2.802.802.002.802.802.002.602.602.60l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.002.002.00l1_p, Permitted Start-Up Lost Time [s]

4.804.804.004.804.804.004.604.604.60L, Total Lost Time per Cycle [s] 555555555555555555C, Cycle Length [s]
RCLCCLCLCLane Group
Lane Group Calculations
10 Kittelson & Associates, Inc.1/9/2025
Scenario 6: 6 Signalized Weekday PM Existing
Version 2024 (SP 0-1)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 11.85 11.85 11.85 71.38 11.67 11.67 31.18 13.39 13.39 31.33 14.53 18.86 Movement LOS B B B F B B C B B C B B
d_A, Approach Delay [s/veh] 11.85 65.70 15.27 16.91
Approach LOS B E B B
d_I, Intersection Delay [s/veh] 27.04
Intersection LOS C
Intersection V/C 0.871
Emissions
Vehicle Miles Traveled [mph] 1.66 35.47 3.73 8.87 37.70 37.59 3.41 48.34 33.74 Stops [stops/h] 32.30 673.65 20.97 50.89 121.09 120.76 41.83 349.69 298.47 Fuel consumption [US gal/h] 0.41 11.25 0.37 0.98 2.84 2.83 0.65 5.72 4.67 CO [g/h] 28.54 786.64 26.15 68.67 198.17 197.60 45.14 400.06 326.37 NOx [g/h] 5.55 153.05 5.09 13.36 38.56 38.45 8.78 77.84 63.50 VOC [g/h] 6.61 182.31 6.06 15.92 45.93 45.80 10.46 92.72 75.64 Other Modes
g_Walk,mi, Effective Walk Time [s] 13.0 10.0 13.0 13.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 16.14 18.51 16.14 16.14
I_p,int, Pedestrian LOS Score for Intersectio 1.744 2.224 2.497 3.340 Crosswalk LOS A B B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 724 724 1268 1268 d_b, Bicycle Delay [s] 11.23 11.23 3.70 3.70
I_b,int, Bicycle LOS Score for Intersection 1.670 2.322 1.975 2.448 Bicycle LOS A B A B
----------------Ring 4
----------------Ring 3
------------8-65Ring 2
------------4-21Ring 1
Sequence
11 Kittelson & Associates, Inc.1/9/2025
Scenario 6: 6 Signalized Weekday PM Existing
Version 2024 (SP 0-1)
Generated with
Intersection Analysis Summary
1/9/2025Report File: H:\...\_Stargell Vistro Reports - Roundabout 2024 PM.pdf
Scenario 2 Weekday PM ExistingVistro File: H:\...\248460.005_Stargell ops_2024-10-15 - BZD.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

A6.0SB ThruHCM 7th
EditionRoundaboutStargell/Main9
C17.9WB ThruHCM 7th
EditionRoundaboutStargell/Mariner
Square/Campus6
A10.0WB ThruHCM 7th
EditionRoundaboutStargell/5th1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID 1 Kittelson & Associates, Inc.1/9/2025
Scenario 2: 2 Weekday PM Existing
Version 2024 (SP 0-1)
Generated with
ALevel Of Service:

10.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

RoundaboutControl Type:

Intersection 1: Stargell/5th
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 10133111872841047117686281236Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

1.001.001.001.001.001.001.001.001.001.001.001.00Heavy Vehicles Percentage [%]

9.97Intersection Delay [s/veh]
BBBAApproach LOS

10.7610.1310.026.76Approach Delay [s/veh]

93.5166.6056.8920.1195th-Percentile Queue Length [ft]

3.742.662.280.8095th-Percentile Queue Length [veh]
BBBALane LOS
Movement, Approach, & Intersection Results

0.570.480.440.21X, volume / capacity
1048893819803Capacity per Entry Lane [veh/h]

1.001.001.001.00Pedestrian Impedance
1063903829812Capacity of Entry and Bypass Lanes [veh/h] 604435365173Entry Flow Rate [veh/h]

0.990.990.990.99HV Adjustment Factor

0.001020.001020.001020.00102B (coefficient)
1380.001380.001380.001380.00A (intercept)

3.003.003.003.00User-Defined Follow-Up Time [s]
NoNoNoNoOverwrite Calculated Follow-Up Time

4.004.004.004.00User-Defined Critical Headway [s]
NoNoNoNoOverwrite Calculated Critical Headway
Lanes
11036012883091137719193301347Adjusted Demand Flow Rate [veh/h] 10133111872841047117686281236Demand Flow Rate [veh/h]
436448361330Exiting Flow Rate [veh/h]
257416500520Circulating Flow Rate [veh/h]
1111Number of Conflicting Circulating Lanes
Intersection Settings
3 Kittelson & Associates, Inc.1/9/2025
Scenario 2: 2 Weekday PM Existing
Version 2024 (SP 0-1)
Generated with
CLevel Of Service:

17.9Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

RoundaboutControl Type:

Intersection 6: Stargell/Mariner Square/Campus
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93000.93000.93000.93000.93000.93000.93000.93000.93000.93000.93000.9300Peak Hour Factor 3955664054144933838949103Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

1.001.001.001.001.001.003.003.003.000.000.000.00Heavy Vehicles Percentage [%]

17.93Intersection Delay [s/veh]
CBCAApproach LOS

19.9913.7419.088.36Approach Delay [s/veh]
280.49104.15132.5310.7295th-Percentile Queue Length [ft]

11.224.175.300.4395th-Percentile Queue Length [veh]
CBCALane LOS
Movement, Approach, & Intersection Results

0.840.600.680.13X, volume / capacity
1276832682533Capacity per Entry Lane [veh/h]

1.001.001.001.00Pedestrian Impedance
1289843703533Capacity of Entry and Bypass Lanes [veh/h] 108850947667Entry Flow Rate [veh/h]

0.990.990.971.00HV Adjustment Factor

0.001020.001020.001020.00102B (coefficient)
1380.001380.001380.001380.00A (intercept)

3.003.003.003.00User-Defined Follow-Up Time [s]
NoNoNoNoOverwrite Calculated Follow-Up Time

4.004.004.004.00User-Defined Critical Headway [s]
NoNoNoNoOverwrite Calculated Critical Headway
Lanes
4256094354455335941853113Adjusted Demand Flow Rate [veh/h] 3955664054144933838949103Demand Flow Rate [veh/h]
93365449458Exiting Flow Rate [veh/h]
68483662934Circulating Flow Rate [veh/h]
1111Number of Conflicting Circulating Lanes
Intersection Settings
5 Kittelson & Associates, Inc.1/9/2025
Scenario 2: 2 Weekday PM Existing
Version 2024 (SP 0-1)
Generated with
ALevel Of Service:

6.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

RoundaboutControl Type:

Intersection 9: Stargell/Main
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 5819352461669101371044311537Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

1.001.001.000.000.000.002.002.002.003.003.003.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 5819352461669101371044311537Base Volume Input [veh/h]
Willie Stargell AvenueMidway AvenueMain StreetMain StreetName Volumes
6 Kittelson & Associates, Inc.1/9/2025
Scenario 2: 2 Weekday PM Existing
Version 2024 (SP 0-1)
Generated with
AIntersection LOS

6.04Intersection Delay [s/veh]
AAAAApproach LOS

5.926.016.445.76Approach Delay [s/veh]

30.3923.7528.4120.5095th-Percentile Queue Length [ft]

1.220.951.140.8295th-Percentile Queue Length [veh]
AAAALane LOS
Movement, Approach, & Intersection Results

0.290.240.280.22X, volume / capacity
1135991985982Capacity per Entry Lane [veh/h]

1.001.001.001.00Pedestrian Impedance
114999110061011Capacity of Entry and Bypass Lanes [veh/h] 334240279219Entry Flow Rate [veh/h]

0.991.000.980.97HV Adjustment Factor

0.001020.001020.001020.00102B (coefficient)
1380.001380.001380.001380.00A (intercept)

3.003.003.003.00User-Defined Follow-Up Time [s]
NoNoNoNoOverwrite Calculated Follow-Up Time

4.004.004.004.00User-Defined Critical Headway [s]
NoNoNoNoOverwrite Calculated Critical Headway
Lanes
63210575018010111491134712540Adjusted Demand Flow Rate [veh/h] 5819352461669101371044311537Demand Flow Rate [veh/h]
344265202260Exiting Flow Rate [veh/h]
180325311305Circulating Flow Rate [veh/h]
1111Number of Conflicting Circulating Lanes
Intersection Settings
7 Kittelson & Associates, Inc.1/9/2025
Scenario 2: 2 Weekday PM Existing
Version 2024 (SP 0-1)
Generated with
Intersection Analysis Summary
1/9/2025Report File: H:\...\_Stargell Vistro Reports - Signalized 2040 AM.pdf
Scenario 7 Signalized Weekday AM 2040Vistro File: H:\...\248460.005_Stargell ops_2024-10-15 - BZD.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

B16.30.603SB LeftHCM 7th
EditionSignalizedStargell/Mariner
Square/Campus6
B17.40.642NB LeftHCM 7th
EditionSignalizedStargell/5th1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID 1 Kittelson & Associates, Inc.1/9/2025
Scenario 7: 7 Signalized Weekday AM 2040
Version 2024 (SP 0-1)
Generated with

0.642Volume to Capacity (v/c):

BLevel Of Service:

17.4Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Stargell/5th
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Willie Stargell AvenueWillie Stargell Avenue5th Street5th StreetName Intersection Setup
2 Kittelson & Associates, Inc.1/9/2025
Scenario 7: 7 Signalized Weekday AM 2040
Version 2024 (SP 0-1)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
1303v_ci, Inbound Pedestrian Volume crossing mi
0313v_co, Outbound Pedestrian Volume crossing
3004v_di, Inbound Pedestrian Volume crossing m
4003v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
5443732133895761100598412311Total Analysis Volume [veh/h] 1410983971415251521313Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.87000.87000.87000.87000.87000.87000.87000.87000.87000.87000.87000.8700Peak Hour Factor 473802811338505387517310710Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

4.004.004.002.002.002.003.003.003.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 473802811338505387517310710Base Volume Input [veh/h]
Willie Stargell AvenueWillie Stargell Avenue5th Street5th StreetName Volumes
3 Kittelson & Associates, Inc.1/9/2025
Scenario 7: 7 Signalized Weekday AM 2040
Version 2024 (SP 0-1)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
NoNoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoYesNoNoMinimum Recall

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
0149014901490149Split [s]
Phasing & Timing: Free Running (No Pattern)

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.020.020.00.020.020.00.00.00.00.020.020.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft]

0.02.62.00.02.62.00.02.62.00.02.62.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.03.00.00.03.00.00.03.00.00.03.00.0Delayed Vehicle Green [s] 0200014001200200Pedestrian Clearance [s]
010001000800100Walk [s]

0.01.01.00.01.01.00.01.01.00.01.01.0All red [s]

16.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Fully actuatedActuation Type
Free RunningCoordination Type
Free Running (No Pattern)Active Pattern
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
4 Kittelson & Associates, Inc.1/9/2025
Scenario 7: 7 Signalized Weekday AM 2040
Version 2024 (SP 0-1)
Generated with

16.33179.2218.72148.2530.9825.8126.9832.1282.258.3895th-Percentile Queue Length [ft/ln]

0.657.170.755.931.241.031.081.283.290.3495th-Percentile Queue Length [veh/ln]

9.0799.5610.4082.3617.2114.3414.9917.8445.704.6550th-Percentile Queue Length [ft/ln]

0.363.980.423.290.690.570.600.711.830.1950th-Percentile Queue Length [veh/ln] NoYesNoNoYesNoNoYesYesNoCritical Lane Group
BBCBCBBCBCLane Group LOS

12.0617.8227.8115.3026.4413.5513.4626.5517.3733.52d, Delay for Lane Group [s/veh]

0.120.800.490.680.570.180.170.580.540.42X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.112.695.681.394.890.200.165.041.1910.63d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.110.110.110.11k, delay calibration

11.9515.1322.1313.9121.5413.3513.3021.5116.1822.90d1, Uniform Delay [s] 4665496559110143048910238226c, Capacity [veh/h]
1561184017521859178116311855176717381781s, saturation flow rate [veh/h]

0.030.240.020.220.030.050.040.030.120.01(v / s)_i Volume / Saturation Flow Rate

0.300.300.040.320.060.260.260.060.220.01g / C, Green / Cycle 1414215312123101g_i, Effective Green Time [s]

2.602.602.002.602.002.602.602.002.602.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

4.604.604.004.604.004.604.604.004.604.00L, Total Lost Time per Cycle [s] 47474747474747474747C, Cycle Length [s]
RCLCLCCLCLLane Group
Lane Group Calculations
5 Kittelson & Associates, Inc.1/9/2025
Scenario 7: 7 Signalized Weekday AM 2040
Version 2024 (SP 0-1)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 33.52 17.37 17.37 26.55 13.48 13.55 26.44 15.30 15.30 27.81 17.82 12.06 Movement LOS C B B C B B C B B C B B
d_A, Approach Delay [s/veh] 18.19 17.00 16.68 17.84
Approach LOS B B B B
d_I, Intersection Delay [s/veh] 17.39
Intersection LOS B
Intersection V/C 0.642
Emissions
Vehicle Miles Traveled [mph] 0.50 9.43 3.81 5.34 5.06 4.05 28.55 5.35 73.11 9.03 Stops [stops/h] 14.34 140.80 54.98 46.19 44.18 53.04 253.78 32.05 306.79 27.95 Fuel consumption [US gal/h] 0.17 1.90 0.78 0.70 0.67 0.77 3.83 0.58 6.29 0.66 CO [g/h] 12.23 132.66 54.49 49.04 46.74 53.57 267.67 40.44 439.64 46.05 NOx [g/h] 2.38 25.81 10.60 9.54 9.09 10.42 52.08 7.87 85.54 8.96 VOC [g/h] 2.83 30.75 12.63 11.37 10.83 12.42 62.03 9.37 101.89 10.67 Other Modes
g_Walk,mi, Effective Walk Time [s] 14.0 14.0 12.0 14.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 4037.91 23458.93 0.00 3268.99 d_p, Pedestrian Delay [s] 11.46 11.46 12.91 11.46
I_p,int, Pedestrian LOS Score for Intersectio 2.175 2.197 2.215 2.461 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 942 942 1284 1626 d_b, Bicycle Delay [s] 6.54 6.54 3.00 0.82
I_b,int, Bicycle LOS Score for Intersection 1.919 1.741 2.317 2.423 Bicycle LOS A A B B
----------------Ring 4
----------------Ring 3
------------8765Ring 2
------------4321Ring 1
Sequence
6 Kittelson & Associates, Inc.1/9/2025
Scenario 7: 7 Signalized Weekday AM 2040
Version 2024 (SP 0-1)
Generated with

0.603Volume to Capacity (v/c):

BLevel Of Service:

16.3Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 6: Stargell/Mariner Square/Campus
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Willie Stargell AvenueWillie Stargell AvenueMariner Square LoopE Campus DriveName Intersection Setup
7 Kittelson & Associates, Inc.1/9/2025
Scenario 7: 7 Signalized Weekday AM 2040
Version 2024 (SP 0-1)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
37355572124826311131752576Total Analysis Volume [veh/h] 93139183121163344621Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.89000.89000.89000.89000.89000.89000.89000.89000.89000.89000.89000.8900Peak Hour Factor 33249464114295610121562265Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

5.005.005.003.003.003.008.008.008.000.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 33249464114295610121562265Base Volume Input [veh/h]
Willie Stargell AvenueWillie Stargell AvenueMariner Square LoopE Campus DriveName Volumes
8 Kittelson & Associates, Inc.1/9/2025
Scenario 7: 7 Signalized Weekday AM 2040
Version 2024 (SP 0-1)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
NoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoNoMinimum Recall

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
0149014901490149Split [s]
Phasing & Timing: Free Running (No Pattern)

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.020.020.00.020.020.00.020.020.00.020.020.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft]

0.02.82.00.02.82.00.02.62.00.02.62.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.03.00.00.03.00.00.03.00.00.03.00.0Delayed Vehicle Green [s] 0140022002200260Pedestrian Clearance [s]
060090090090Walk [s]

0.01.21.00.01.21.00.01.01.00.01.01.0All red [s]

0.03.63.00.03.63.00.03.63.00.03.63.0Amber [s]
035150351502050205Maximum Green [s]
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissPermissControl Type Phasing & Timing (Basic)

16.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Fully actuatedActuation Type
Free RunningCoordination Type
Free Running (No Pattern)Active Pattern
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
9 Kittelson & Associates, Inc.1/9/2025
Scenario 7: 7 Signalized Weekday AM 2040
Version 2024 (SP 0-1)
Generated with
125.2478.1435.4269.5169.9530.926.36122.9515.6095th-Percentile Queue Length [ft/ln]

5.013.131.422.782.801.240.254.920.6295th-Percentile Queue Length [veh/ln]

69.5843.4119.6838.6238.8617.183.5368.318.6750th-Percentile Queue Length [ft/ln]

2.781.740.791.541.550.690.142.730.3550th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoYesNoCritical Lane Group
BBCBBCBDBLane Group LOS

14.5611.7424.6311.7211.7124.3510.9741.4219.22d, Delay for Lane Group [s/veh]

0.720.480.610.410.410.570.050.890.23X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

1.910.315.030.440.444.630.0422.560.74d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.110.220.11k, delay calibration

12.6411.4319.6011.2711.2719.7210.9318.8618.49d1, Uniform Delay [s] 5171159118603608110485196162c, Capacity [veh/h]
155134751738183918551767164716951123s, saturation flow rate [veh/h]

0.240.160.040.130.130.040.010.100.03(v / s)_i Volume / Saturation Flow Rate

0.330.330.070.330.330.060.290.120.09g / C, Green / Cycle 14143141431354g_i, Effective Green Time [s]

2.802.802.002.802.802.002.602.002.60l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.000.002.00l1_p, Permitted Start-Up Lost Time [s]

4.804.804.004.804.804.004.604.004.60L, Total Lost Time per Cycle [s] 434343434343434343C, Cycle Length [s]
RCLCCLCLCLane Group
Lane Group Calculations
10 Kittelson & Associates, Inc.1/9/2025
Scenario 7: 7 Signalized Weekday AM 2040
Version 2024 (SP 0-1)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 19.22 19.22 19.22 41.42 10.97 10.97 24.35 11.71 11.72 24.63 11.74 14.56 Movement LOS B B B D B B C B B C B B
d_A, Approach Delay [s/veh] 19.22 37.75 13.14 13.72
Approach LOS B D B B
d_I, Intersection Delay [s/veh] 16.32
Intersection LOS B
Intersection V/C 0.603
Emissions
Vehicle Miles Traveled [mph] 0.94 14.85 2.04 10.54 41.47 41.18 5.72 44.06 29.61 Stops [stops/h] 28.94 228.04 11.79 57.35 129.75 128.93 65.70 289.84 232.28 Fuel consumption [US gal/h] 0.35 3.35 0.20 1.06 3.01 2.99 0.96 4.74 3.61 CO [g/h] 24.28 233.91 14.16 74.30 210.72 209.31 67.05 331.39 252.15 NOx [g/h] 4.72 45.51 2.76 14.46 41.00 40.72 13.04 64.48 49.06 VOC [g/h] 5.63 54.21 3.28 17.22 48.84 48.51 15.54 76.80 58.44 Other Modes
g_Walk,mi, Effective Walk Time [s] 13.0 10.0 13.0 13.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 10.53 12.73 10.53 10.53
I_p,int, Pedestrian LOS Score for Intersectio 1.732 2.108 2.480 2.678 Crosswalk LOS A B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 927 927 1623 1623 d_b, Bicycle Delay [s] 6.20 6.20 0.77 0.77
I_b,int, Bicycle LOS Score for Intersection 1.622 1.888 2.019 2.385 Bicycle LOS A A B B
----------------Ring 4
----------------Ring 3
------------8765Ring 2
------------4-21Ring 1
Sequence
11 Kittelson & Associates, Inc.1/9/2025
Scenario 7: 7 Signalized Weekday AM 2040
Version 2024 (SP 0-1)
Generated with
Intersection Analysis Summary
8/30/2024Report File: H:\...\2040 Stargell Vistro Reports AM.pdf Scenario 3 Weekday AM 2040Vistro File: H:\...\248460.005_Stargell ops_2024-05-28.vistro V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

B14.7WB ThruHCM 7th
EditionRoundaboutStargell/Mariner
Square/Campus6
A7.9WB ThruHCM 7th
EditionRoundaboutStargell/5th1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID 1Kittelson & Associates, Inc.

Scenario 3: 3 Weekday AM 2040
8/30/2024
Version 2024 (SP 0-1)
Generated with
ALevel Of Service:

7.9Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

RoundaboutControl Type:

Intersection 1: Stargell/5th
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.87000.87000.87000.87000.87000.87000.87000.87000.87000.87000.87000.8700Peak Hour Factor 473802811338505387517310710Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

8.001.000.000.003.000.005.004.008.000.000.000.00Heavy Vehicles Percentage [%]

Scenario 3: 3 Weekday AM 2040
8/30/2024
Version 2024 (SP 0-1)
Generated with
AIntersection LOS

7.89Intersection Delay [s/veh]
AAAAApproach LOS

8.377.717.597.41Approach Delay [s/veh]

63.8452.5728.0827.1995th-Percentile Queue Length [ft]

2.552.101.121.0995th-Percentile Queue Length [veh]
AAAALane LOS
Movement, Approach, & Intersection Results

0.470.420.280.27X, volume / capacity
11181097799811Capacity per Entry Lane [veh/h]

1.001.001.001.00Pedestrian Impedance
11361126843811Capacity of Entry and Bypass Lanes [veh/h] 532471232218Entry Flow Rate [veh/h]

0.980.980.951.00HV Adjustment Factor

0.001020.001020.001020.00102B (coefficient)
1380.001380.001380.001380.00A (intercept)

3.003.003.003.00User-Defined Follow-Up Time [s]
NoNoNoNoOverwrite Calculated Follow-Up Time

4.004.004.004.00User-Defined Critical Headway [s]
NoNoNoNoOverwrite Calculated Critical Headway
Lanes
5443732133895761100598412311Adjusted Demand Flow Rate [veh/h] 473802811338505387517310710Demand Flow Rate [veh/h]
548516238149Exiting Flow Rate [veh/h]
191200484521Circulating Flow Rate [veh/h]
1111Number of Conflicting Circulating Lanes
Intersection Settings
3Kittelson & Associates, Inc.

Scenario 3: 3 Weekday AM 2040
8/30/2024
Version 2024 (SP 0-1)
Generated with
BLevel Of Service:

14.7Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

RoundaboutControl Type:

Intersection 6: Stargell/Mariner Square/Campus
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.89000.89000.89000.89000.89000.89000.89000.89000.89000.89000.89000.8900Peak Hour Factor 33249464114295610121562265Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

7.003.000.000.004.000.000.000.005.000.000.000.00Heavy Vehicles Percentage [%]

Scenario 3: 3 Weekday AM 2040
8/30/2024
Version 2024 (SP 0-1)
Generated with
BIntersection LOS

14.69Intersection Delay [s/veh]
CBAAApproach LOS

18.4810.538.906.24Approach Delay [s/veh]
246.5886.1730.314.7095th-Percentile Queue Length [ft]

9.863.451.210.1995th-Percentile Queue Length [veh]
CBAALane LOS
Movement, Approach, & Intersection Results

0.820.550.290.06X, volume / capacity
12261015682644Capacity per Entry Lane [veh/h]

1.001.001.001.00Pedestrian Impedance
12781050712644Capacity of Entry and Bypass Lanes [veh/h] 104357720838Entry Flow Rate [veh/h]

0.960.970.961.00HV Adjustment Factor

0.001020.001020.001020.00102B (coefficient)
1380.001380.001380.001380.00A (intercept)

3.003.003.003.00User-Defined Follow-Up Time [s]
NoNoNoNoOverwrite Calculated Follow-Up Time

4.004.004.004.00User-Defined Critical Headway [s]
NoNoNoNoOverwrite Calculated Critical Headway
Lanes
37355572124826311131752576Adjusted Demand Flow Rate [veh/h] 33249464114295610121562265Demand Flow Rate [veh/h]
71058946997Exiting Flow Rate [veh/h]
76269650748Circulating Flow Rate [veh/h]
1111Number of Conflicting Circulating Lanes
Intersection Settings
5Kittelson & Associates, Inc.

Scenario 3: 3 Weekday AM 2040
8/30/2024
Version 2024 (SP 0-1)
Generated with
Intersection Analysis Summary
1/9/2025Report File: H:\...\_Stargell Vistro Reports - Signalized 2040 PM.pdf
Scenario 8 Signalized Weekday PM 2040Vistro File: H:\...\248460.005_Stargell ops_2024-10-15 - BZD.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

E66.21.169SB LeftHCM 7th
EditionSignalizedStargell/Mariner
Square/Campus6
B19.80.638NB LeftHCM 7th
EditionSignalizedStargell/5th1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID 1 Kittelson & Associates, Inc.1/9/2025
Scenario 8: 8 Signalized Weekday PM 2040
Version 2024 (SP 0-1)
Generated with

0.638Volume to Capacity (v/c):

BLevel Of Service:

19.8Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 1: Stargell/5th
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Willie Stargell AvenueWillie Stargell Avenue5th Street5th StreetName Intersection Setup
2 Kittelson & Associates, Inc.1/9/2025
Scenario 8: 8 Signalized Weekday PM 2040
Version 2024 (SP 0-1)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
1303v_ci, Inbound Pedestrian Volume crossing mi
0313v_co, Outbound Pedestrian Volume crossing
3004v_di, Inbound Pedestrian Volume crossing m
4003v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
183380145530812870184117271384Total Analysis Volume [veh/h] 469536177321746297351Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 168350133528311864169108251274Total Hourly Volume [veh/h] 000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

5.003.000.000.001.000.000.001.003.004.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 168350133528311864169108251274Base Volume Input [veh/h] Willie Stargell AvenueWillie Stargell Avenue5th Street5th StreetName Volumes
3 Kittelson & Associates, Inc.1/9/2025
Scenario 8: 8 Signalized Weekday PM 2040
Version 2024 (SP 0-1)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
NoNoNoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoNoNoMaximum Recall
NoNoNoNoNoYesNoNoMinimum Recall

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
0149014901490149Split [s]
Phasing & Timing: Free Running (No Pattern)

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.020.020.00.020.020.00.00.00.00.020.020.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft]

0.02.62.00.02.62.00.02.62.00.02.62.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.03.00.00.03.00.00.03.00.00.03.00.0Delayed Vehicle Green [s] 0200014001200200Pedestrian Clearance [s]
010001000800100Walk [s]

0.01.01.00.01.01.00.01.01.00.01.01.0All red [s]

16.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Fully actuatedActuation Type
Free RunningCoordination Type
Free Running (No Pattern)Active Pattern
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
4 Kittelson & Associates, Inc.1/9/2025
Scenario 8: 8 Signalized Weekday PM 2040
Version 2024 (SP 0-1)
Generated with

70.49168.6179.38133.3773.4843.1545.5268.7569.604.8795th-Percentile Queue Length [ft/ln]

2.826.743.185.332.941.731.822.752.780.1995th-Percentile Queue Length [veh/ln]

39.1693.6744.1074.0940.8223.9725.2938.2038.662.7050th-Percentile Queue Length [ft/ln]

1.573.751.762.961.630.961.011.531.550.1150th-Percentile Queue Length [veh/ln] NoYesNoNoYesNoNoYesYesNoCritical Lane Group
BBCBCBBCBDLane Group LOS

15.7119.0226.7018.0528.6413.9713.9029.5718.1647.67d, Delay for Lane Group [s/veh]

0.440.760.740.650.760.250.240.760.440.39X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

0.722.385.271.526.690.270.237.420.8223.07d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.110.110.110.110.110.110.110.110.110.11k, delay calibration

14.9916.6321.4316.5421.9513.7013.6722.1517.3424.60d1, Uniform Delay [s] 41850119747916948753615437310c, Capacity [veh/h]
1548185518101879181017131885176718431810s, saturation flow rate [veh/h]

0.120.200.080.170.070.070.070.070.090.00(v / s)_i Volume / Saturation Flow Rate

0.270.270.110.250.090.280.280.090.200.01g / C, Green / Cycle 1313513514144100g_i, Effective Green Time [s]

2.602.602.002.602.002.602.602.002.602.00l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s]

4.604.604.004.604.004.604.604.004.604.00L, Total Lost Time per Cycle [s] 49494949494949494949C, Cycle Length [s]
RCLCLCCLCLLane Group
Lane Group Calculations
5 Kittelson & Associates, Inc.1/9/2025
Scenario 8: 8 Signalized Weekday PM 2040
Version 2024 (SP 0-1)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 47.67 18.16 18.16 29.57 13.92 13.97 28.64 18.05 18.05 26.70 19.02 15.71 Movement LOS D B B C B B C B B C B B
d_A, Approach Delay [s/veh] 18.86 18.87 21.13 19.74
Approach LOS B B C B
d_I, Intersection Delay [s/veh] 19.82
Intersection LOS B
Intersection V/C 0.638
Emissions
Vehicle Miles Traveled [mph] 0.18 7.51 7.56 8.45 7.96 9.09 22.23 24.26 63.57 30.62 Stops [stops/h] 7.87 112.64 111.27 73.67 69.83 118.92 215.84 128.47 272.88 114.08 Fuel consumption [US gal/h] 0.09 1.54 1.63 1.13 1.06 1.78 3.26 2.50 5.60 2.48 CO [g/h] 6.28 107.75 113.94 78.65 74.37 124.23 227.71 174.50 391.11 173.07 NOx [g/h] 1.22 20.96 22.17 15.30 14.47 24.17 44.30 33.95 76.10 33.67 VOC [g/h] 1.46 24.97 26.41 18.23 17.23 28.79 52.77 40.44 90.64 40.11 Other Modes
g_Walk,mi, Effective Walk Time [s] 14.0 14.0 12.0 14.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 3840.35 19682.31 0.00 3374.59 d_p, Pedestrian Delay [s] 12.70 12.70 14.17 12.70
I_p,int, Pedestrian LOS Score for Intersectio 2.213 2.290 2.195 2.485 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 890 890 1214 1537 d_b, Bicycle Delay [s] 7.61 7.61 3.82 1.32
I_b,int, Bicycle LOS Score for Intersection 1.838 1.866 2.287 2.728 Bicycle LOS A A B B
----------------Ring 4
----------------Ring 3
------------8765Ring 2
------------4321Ring 1
Sequence
6 Kittelson & Associates, Inc.1/9/2025
Scenario 8: 8 Signalized Weekday PM 2040
Version 2024 (SP 0-1)
Generated with

1.169Volume to Capacity (v/c):

ELevel Of Service:

66.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

SignalizedControl Type:

Intersection 6: Stargell/Mariner Square/Campus
Intersection Level Of Service Report
YesYesYesYesCrosswalk
NoNoNoNoCurb Present

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Willie Stargell AvenueWillie Stargell AvenueMariner Square LoopE Campus DriveName Intersection Setup
7 Kittelson & Associates, Inc.1/9/2025
Scenario 8: 8 Signalized Weekday PM 2040
Version 2024 (SP 0-1)
Generated with
0000Bicycle Volume [bicycles/h]
0000v_ab, Corner Pedestrian Volume [ped/h]
0000v_ci, Inbound Pedestrian Volume crossing mi
0000v_co, Outbound Pedestrian Volume crossing
0000v_di, Inbound Pedestrian Volume crossing m
0000v_do, Outbound Pedestrian Volume crossing
000000000000Local Bus Stopping Rate [/h]
000000000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoNoNoPresence of On-Street Parking
55166233540389851563537143Total Analysis Volume [veh/h] 1381668110122214159931Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93000.93000.93000.93000.93000.93000.93000.93000.93000.93000.93000.9300Peak Hour Factor 51261631537583791459134133Total Hourly Volume [veh/h]
000000000000Right Turn on Red Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

5.003.000.000.001.000.000.001.003.004.000.000.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 51261631537583791459134133Base Volume Input [veh/h]
Willie Stargell AvenueWillie Stargell AvenueMariner Square LoopE Campus DriveName Volumes
8 Kittelson & Associates, Inc.1/9/2025
Scenario 8: 8 Signalized Weekday PM 2040
Version 2024 (SP 0-1)
Generated with
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
NoNoNoNoNoNoPedestrian Recall
NoNoNoNoNoNoMaximum Recall
NoNoNoNoNoNoMinimum Recall

0.03.03.00.03.03.00.03.03.00.03.03.0Vehicle Extension [s] 0105010501050105Minimum Green [s]
--Lead--Lead--Lead--LeadLead / Lag
0149014901490149Split [s]
Phasing & Timing: Free Running (No Pattern)

1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.020.020.00.020.020.00.020.020.00.020.020.0Detector Length [ft]

0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft]

0.02.82.00.02.82.00.02.62.00.02.62.0l2, Clearance Lost Time [s]

0.02.02.00.02.02.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk

0.03.00.00.03.00.00.03.00.00.03.00.0Delayed Vehicle Green [s] 0140022002200260Pedestrian Clearance [s]
060090090090Walk [s]

0.01.21.00.01.21.00.01.01.00.01.01.0All red [s]

16.00Lost time [s]
SingleBandPermissive Mode
Lead Green - Beginning of First GreenOffset Reference

0.0Offset [s]
Fully actuatedActuation Type
Free RunningCoordination Type
Free Running (No Pattern)Active Pattern
90Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
9 Kittelson & Associates, Inc.1/9/2025
Scenario 8: 8 Signalized Weekday PM 2040
Version 2024 (SP 0-1)
Generated with
299.73140.5526.6973.7273.9471.4146.151176.6324.0595th-Percentile Queue Length [ft/ln]

11.995.621.072.952.962.861.8547.070.9695th-Percentile Queue Length [veh/ln] 187.4678.0814.8340.9541.0839.6725.64761.0413.3650th-Percentile Queue Length [ft/ln]

7.503.120.591.641.641.591.0330.440.5350th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoYesNoCritical Lane Group
CBDBBDBFBLane Group LOS

22.9013.7736.7611.2511.2538.5116.42211.4615.82d, Delay for Lane Group [s/veh]

0.860.450.520.240.240.750.201.390.09X, volume / capacity Lane Group Results

1.001.001.001.001.001.001.001.001.00PF, progression factor

1.001.001.001.001.001.001.001.001.00Rp, platoon ratio

0.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s]

5.820.226.300.150.159.010.19188.330.07d2, Incremental Delay [s]

1.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor

0.190.110.110.110.110.110.110.500.11k, delay calibration

17.0813.5530.4611.1011.1029.5016.2423.1315.75d1, Uniform Delay [s] 643146464835839119510457584c, Capacity [veh/h]
155135321810187718851810163913431686s, saturation flow rate [veh/h]

0.360.190.020.110.110.050.060.470.03(v / s)_i Volume / Saturation Flow Rate

0.410.410.040.440.440.070.310.310.31g / C, Green / Cycle 2727229294202020g_i, Effective Green Time [s]

2.802.802.002.802.802.002.602.602.60l2, Clearance Lost Time [s]

0.000.000.000.000.000.000.002.002.00l1_p, Permitted Start-Up Lost Time [s]

4.804.804.004.804.804.004.604.604.60L, Total Lost Time per Cycle [s] 646464646464646464C, Cycle Length [s]
RCLCCLCLCLane Group
Lane Group Calculations
10 Kittelson & Associates, Inc.1/9/2025
Scenario 8: 8 Signalized Weekday PM 2040
Version 2024 (SP 0-1)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 15.82 15.82 15.82 211.46 16.42 16.42 38.51 11.25 11.25 36.76 13.77 22.90 Movement LOS B B B F B B D B B D B C
d_A, Approach Delay [s/veh] 15.82 184.93 16.13 18.42
Approach LOS B F B B
d_I, Intersection Delay [s/veh] 66.25
Intersection LOS E
Intersection V/C 1.169
Emissions
Vehicle Miles Traveled [mph] 1.34 53.89 8.49 14.89 34.18 34.07 2.62 52.55 43.74 Stops [stops/h] 29.98 1708.01 57.54 89.04 92.20 91.91 33.28 350.49 420.71 Fuel consumption [US gal/h] 0.39 38.98 1.00 1.80 2.38 2.38 0.54 5.96 6.69 CO [g/h] 27.58 2724.46 70.01 125.98 166.68 166.15 37.65 416.28 467.83 NOx [g/h] 5.37 530.08 13.62 24.51 32.43 32.33 7.32 80.99 91.02 VOC [g/h] 6.39 631.42 16.22 29.20 38.63 38.51 8.72 96.48 108.42 Other Modes
g_Walk,mi, Effective Walk Time [s] 13.0 10.0 13.0 13.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 20.40 22.86 20.40 20.40
I_p,int, Pedestrian LOS Score for Intersectio 1.745 2.374 2.526 3.712 Crosswalk LOS A B B D
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 623 623 1091 1091 d_b, Bicycle Delay [s] 15.20 15.20 6.63 6.63
I_b,int, Bicycle LOS Score for Intersection 1.649 2.772 1.970 2.588 Bicycle LOS A C A B
----------------Ring 4
----------------Ring 3
------------8-65Ring 2
------------4-21Ring 1
Sequence
11 Kittelson & Associates, Inc.1/9/2025
Scenario 8: 8 Signalized Weekday PM 2040
Version 2024 (SP 0-1)
Generated with
Intersection Analysis Summary
1/9/2025Report File: H:\...\_Stargell Vistro Reports - Roundabout 2040 PM.pdf
Scenario 4 Weekday PM 2040Vistro File: H:\...\248460.005_Stargell ops_2024-10-15 - BZD.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

F56.0SB LeftHCM 7th
EditionRoundaboutStargell/Mariner
Square/Campus6
B12.2WB ThruHCM 7th
EditionRoundaboutStargell/5th1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID 1 Kittelson & Associates, Inc.1/9/2025
Scenario 4: 4 Weekday PM 2040
Version 2024 (SP 0-1)
Generated with
BLevel Of Service:

12.2Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

RoundaboutControl Type:

Intersection 1: Stargell/5th
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 168350133528311864169108251274Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

5.003.000.000.001.000.000.001.003.004.000.000.00Heavy Vehicles Percentage [%]

12.17Intersection Delay [s/veh]
BBBAApproach LOS

14.7111.0411.047.03Approach Delay [s/veh]
148.9574.4464.3320.7095th-Percentile Queue Length [ft]

5.962.982.570.8395th-Percentile Queue Length [veh]
BBBALane LOS
Movement, Approach, & Intersection Results

0.700.510.470.22X, volume / capacity
1017862783775Capacity per Entry Lane [veh/h]

1.001.001.001.00Pedestrian Impedance
1048871796780Capacity of Entry and Bypass Lanes [veh/h] 729445377171Entry Flow Rate [veh/h]

0.970.990.990.99HV Adjustment Factor

0.001020.001020.001020.00102B (coefficient)
1380.001380.001380.001380.00A (intercept)

3.003.003.003.00User-Defined Follow-Up Time [s]
NoNoNoNoOverwrite Calculated Follow-Up Time

4.004.004.004.00User-Defined Critical Headway [s]
NoNoNoNoOverwrite Calculated Critical Headway
Lanes
183380145530812870184117271384Adjusted Demand Flow Rate [veh/h] 168350133528311864169108251274Demand Flow Rate [veh/h]
460465458336Exiting Flow Rate [veh/h]
270451540560Circulating Flow Rate [veh/h]
1111Number of Conflicting Circulating Lanes
Intersection Settings
3 Kittelson & Associates, Inc.1/9/2025
Scenario 4: 4 Weekday PM 2040
Version 2024 (SP 0-1)
Generated with
FLevel Of Service:

56.0Delay (sec / veh):
15 minutesAnalysis Period:

HCM 7th EditionAnalysis Method:

RoundaboutControl Type:

Intersection 6: Stargell/Mariner Square/Campus
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.93000.93000.93000.93000.93000.93000.93000.93000.93000.93000.93000.9300Peak Hour Factor 51261631537583791459134133Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

0.00Proportion of CAVs [%]

2.002.000.000.002.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%]

55.95Intersection Delay [s/veh]
FCFBApproach LOS

51.1822.4590.0610.10Approach Delay [s/veh]
591.39162.47535.1210.5895th-Percentile Queue Length [ft]

23.666.5021.400.4295th-Percentile Queue Length [veh]
FCFBLane LOS
Movement, Approach, & Intersection Results

1.030.741.100.12X, volume / capacity
1215675667434Capacity per Entry Lane [veh/h]

1.001.001.001.00Pedestrian Impedance
1239688669434Capacity of Entry and Bypass Lanes [veh/h] 127150673554Entry Flow Rate [veh/h]

0.980.981.001.00HV Adjustment Factor

0.001020.001020.001020.00102B (coefficient)
1380.001380.001380.001380.00A (intercept)

3.003.003.003.00User-Defined Follow-Up Time [s]
NoNoNoNoOverwrite Calculated Follow-Up Time

4.004.004.004.00User-Defined Critical Headway [s]
NoNoNoNoOverwrite Calculated Critical Headway
Lanes
55166233540389851563537143Adjusted Demand Flow Rate [veh/h] 51261631537583791459134133Demand Flow Rate [veh/h]
108376366553Exiting Flow Rate [veh/h]
1066837111135Circulating Flow Rate [veh/h]
1111Number of Conflicting Circulating Lanes
Intersection Settings
5 Kittelson & Associates, Inc.1/9/2025
Scenario 4: 4 Weekday PM 2040
Version 2024 (SP 0-1)
Generated with

Alameda City CouncilApril 15, 2025

Alameda City Council
April 15, 2025