Emeryville City Council
March 17, 2026

regional Bay Trail landing point. At the North end at the Shellmound/Christie Avenue intersection, the Project closes the last remaining gap of the regional Bay Trail in Emeryville.

Combining the delivery of the “Phase 1” and “Phase 2” Projects represents an efficient use of Staff resources. It also ensures that the two phases are designed in an integrated fashion with ease. If “Phase 2” were delivered as a separate project, there would be a multi-year delay before the design would be completed and greater difficulty in ensuring the integration of the two designs. Furthermore, by designing “Phase 2” now, it puts us in a better position to seek grant funds for the associated Phase 2 construction phase.

Staff recommends extending the design contract with Diablo Engineering to include the following:
 Exhibit A-2 (Phase 2 Design) – Total cost of $656,440.00 o These tasks will encompass the preparation of a final traffic analysis, environmental study, and civil designs for the "Phase 2” Project. This extension will expand the “Phase 1” Project limits by 0.5 miles northward as described in CIP No. SUT-05.
o Staff recommends funding Exhibit C with funds from Fund 441 in CIP No.

SUT-05.

Fourth Resolution – 1
st Amendment Professional Services Contract for Diablo
Engineering
The approved resolutions will determine the total amount of the 1st Amendment Professional Services Contract with Diablo Engineering. This may include:
 Exhibit A-1: Total cost of $120,232.00
 Exhibit A-2: Total cost of $656,440.00
 Or Exhibit A-1 + A-2: Total cost of $776,672.00
By executing a 1
st Amendment to the Professional Services Contract with Diablo Engineering, incorporating the additional scopes of work (Exhibit A-1 and A-2), the City will ensure comprehensive support during the design and bidding phases, as well as the successful implementation of the Project's various elements. 40th Street Multimodal Project – Scope Additions and 1st Amendment City Council Meeting | July 18, 2023

Community Outreach Efforts
In an effort to ensure transparent and inclusive communication, City staff has actively engaged with the public regarding the Project. Recognizing the importance of gathering feedback and addressing concerns, the following outreach efforts have been undertaken:
 Project Mailers
o Staff distributed six hundred and twelve (612) project postcards to residents and businesses within a ¼ mile radius of the 40th Street and Park Avenue corridors.
o Additionally, four hundred and fifty-four (454) individual addresses directly on the 40th Street and unsignalized street corridors were sent project mailers which had more information/graphics than the postcard, and eleven (11) mailers were delivered in person to assure delivery when “return to sender” was received.
o The mailers provided an informative resource with essential details about the project and its potential impacts on the local community. Included in the information was a dedicated project phone line and email to collect input and feedback from residents and businesses in the area. A link to the project web page for further information was also provided. Residents and businesses in closer proximity received the project mailer with more details about the proposed closures of unsignalized intersections so they would be aware of access changes that more directly affect them.  In-Person Outreach Meetings and Phone Calls
o Throughout the month of June and into early July, Staff and their consultants have conducted seven (7) in-person outreach meetings where presentations and materials were shared. The team has engaged in phone calls with nine (9) representatives of residents and/or businesses situated in the Project area. These interactions have provided an opportunity for stakeholders to voice their opinions, seek clarifications, and share their concerns directly with the project team. Staff members have actively listened to the feedback received, taking note of valuable insights, and will be considering their input in the ongoing project development.  Email Correspondence:
o In addition to the targeted outreach mentioned above, the Project team has been responsive to six (6) inquiries received from residents and businesses who responded to the project mailer via email. Through a dedicated project email address, staff has provided information, addressed queries, and ensured that the concerns of the community are acknowledged and considered.

Resulting Community Input
During the outreach to date, City staff and their consultants have followed up the mailings in the areas near to the proposed intersection closures with phone calls, 40th Street Multimodal Project – Scope Additions and 1st Amendment City Council Meeting | July 18, 2023

dropping off flyers, and making drop-in contacts with business and property owners, and management and leasing companies. Some stakeholders have not provided responses.

The following is a summary of input from the community as of the date the report was drafted.

Negative Input

1. Community members not directly located at the proposed unsignalized closure streets have expressed concerns regarding the potential increasing traffic on Park Avenue and signalized side streets. Some also expressed concerns about congestion that will result from the previously approved based scope of the 40th Street Project.

2. Some oppose the project due to concerns about potential impact on property values and development potential.

3. There is no convenient way to return to Hubbard Street if a customer misses the signalized right turn at Horton Street, and several businesses expressed concerns about the closures complicating customer access to their businesses.

4. Several business owners expressed serious concerns about accessing their loading docks; especially for larger trucks on Hubbard and Holden Street. Large trucks already have limited access at loading docks due to street width.

5. Necessary adjustments to curb markings to ensure truck access after the street closures may impact street parking for business customers and employees.

6. Retail access from pass-by trips on the frontage of 40th Street will be significantly reduced.

Staff Comment on Negative Input

1. Vehicular traffic on the overall network will experience acceptable levels of congestion, see earlier discussion of traffic analysis.

2. There are numerous recent and proposed developments in Emeryville that have vehicular access similar to that which will result from the 40th Street Project.

3. This can be addressed with wayfinding signs and collaboration with businesses for them to provide information on their websites, and reviewing wayfinding results from Waze and similar apps.

4. The Project Team has analyzed truck turning movements with the closures in place. Results show that access appears to be feasible, albeit less flexible, and requiring additional red curb and removing existing truck restrictions on Park Avenue. Discussions with business and property owners are continuing.

5. While less convenient and further away, on-street parking is available in the surrounding street network.

6. This can be addressed with wayfinding signs and collaboration with businesses for them to provide information on their websites, and reviewing wayfinding results from Waze and similar apps. 40th Street Multimodal Project – Scope Additions and 1st Amendment City Council Meeting | July 18, 2023

Positive Input
Public green spaces at the end of the streets have been well-received by several businesses and residents, as an open space amenity, opportunity for public art, and improved community environment.

1. The closure of Haven St. is gaining support from residents, who have suggested utilizing the closed space for weekend and evening activities. The reduced vehicle activity at after-hours provides opportunities for several types of open space activation.

2. Some business owners see the potential value of the bicycle, pedestrian, and green space improvements as a benefit to their business and property values.

3. Several businesses have employees who already bike to work and walk to services in the area. They see that the bicycle infrastructure will enhance their commute and improve safety and comfort for them when walking or biking in the Park Avenue District.

4. Certain businesses have suggested placing art in the parklet areas.

Staff Comment on Positive Input

1. The City currently issues block party permits throughout the year, and this will make it easier to hold events in a safe defined space.

2. In general, studies have shown that bicycles and pedestrians visit business more frequently than single occupancy auto visits. Actual statistics for a particular business may vary.

3. The project improvements will encourage other employees to bike or take transit to work.

4. Staff is open to working with the Public Art Committee on art opportunities Project wide.

Additional Nuanced Input

1. Some businesses have voiced support for the safety benefits and parklet activation opportunities of the closure sites, but are concerned that Park Avenue cannot support the diverted truck traffic.

2. Several community members and businesses have shown support for the multimodal improvements on 40th Street and are accepting of the reduction in parking. However, their concerns primarily revolve on how the street closures would affect loading and customer access issues.

3. A business owner provided positive feedback of the closure to most vehicles while expressing a desire to retain the option of using emergency exits for semitruck deliveries on an occasional basis.

4. Residents next to closure sites are in support of the activation of the space for green infrastructure and parklet ideas, but they are worried about the maintenance and security of the area.

Staff Comment on Nuanced Input
40th Street Multimodal Project – Scope Additions and 1st Amendment City Council Meeting | July 18, 2023

1. In order to ensure truck access to affected businesses, it will be necessary to remove turn restrictions for trucks on Park Avenue. Minor modifications to curbs on Park Avenue will also be needed and additional parking may be removed on the closure streets to accommodate trucks turning into and out of loading areas.

2. Discussions and design refinements are on-going. The City is investigating all solutions to ensure loading activity remains feasible.

3. Emergency vehicle access is for the exclusive use of emergency vehicles.

However, use of emergency access “aprons” similar to driveway/sidewalk areas of the street right of way to facilitate truck turning movements is acceptable.

4. The City will need to assign funds for regular maintenance of the new facilities that are built. The Project team will consult with Emeryville PD on site layout and lighting levels.

The City remains committed to fostering open lines of communication and encourages ongoing public engagement throughout the remaining phases of the Project. This is demonstrated by the extent of public outreach to date. By actively involving the community in the design process, staff aims to ensure that the Project will reflect the needs and priorities of the residents and businesses it serves.

Upcoming Project Schedule and Milestones
 Spring - Summer 2023: Preliminary Design
o Feasibility/Traffic Study
o Committee Reviews and City Council Approvals
o Community Outreach and Engagement
 Summer 2023: Stakeholder and Committee Reviews of 35% Design  Spring 2024: Council Approval to Advertise Bids (and other items as necessary)  ATP state funding project approval
 Summer 2024: 100% Plans Complete
 Fall 2024: Construction Begins
 Late 2025: Construction Completion

FISCAL IMPACT
40th Street Multimodal Project (CIP No. T-13)
The original Professional Services Contract with Diablo Engineering Group (Attachment A) is written to not exceed $2,198,806.84. Items of work as described in Exhibit B are eligible expenses under the current grant funding programs that are funding the design phase of the 40th Street Multimodal Project (CIP No. T-13). There is adequate funding in the Project to fund this additional work ($120,232). 40th Street Multimodal Project Phase 2: Bay Trail Gap Closure (CIP No. SUT-05) 40th Street Multimodal Project – Scope Additions and 1st Amendment City Council Meeting | July 18, 2023

On June 6, 2023, City Council approved the CIP which includes funding for CIP No.

SUT-05, 40th Street Multimodal Project Phase 2: Bay Trail Gap Closure. There is adequate funding in the Project to fund this additional work ($656,440).

Funding Table
40th Street
Multimodal Project
(CIP No. T-13)
Fund 254 (Alameda
CTC) $2,000,000 Resolution 21-125
40th Street
Multimodal Project
(CIP No. T-13)
Fund 254 (ATP
Cycle 5) $1,374,000 Resolution 22-117
40th Street
Multimodal Project
Phase 2: Bay Trail
Gap Closure (CIP No.

SUT-05)
Fund 441 $1,072,000 Resolution 23-69

STAFF COMMUNICATION WITH THE PUBLIC
Staff has sent (612) postcards and (454) project mailers to residents and businesses along the 40th Street and Park Avenue Corridors. Throughout the month of June and into early July, staff and their consultants have conducted (7) in-person outreach meetings and (9) phone calls with residents and businesses in the Project area.

Additionally, there have been (6) emails with other residents and businesses who reached out to the Project team by way of the mailer or City Website.

CONFLICT OF INTEREST
None.

CONCLUSION
Staff recommends the City Council adopt the attached resolutions. By executing a 1 st
Amendment to the Professional Services Contract with Diablo Engineering, incorporating the additional scopes of work (Exhibit A-1 and A-2), the City will ensure comprehensive support during the design and bidding phases, as well as the successful implementation of the Project's various elements.

If one or more of the resolutions is not approved or modified, Staff recommends the Council allow staff to amend the other resolutions as necessary.

PREPARED BY: Ryan O’Connell, Senior Civil Engineer, Public Works Department 40th Street Multimodal Project – Scope Additions and 1st Amendment City Council Meeting | July 18, 2023

APPROVED AND FORWARDED TO THE
CITY COUNCIL OF THE CITY OF EMERYVILLE:

Paul Buddenhagen, City Manager

ATTACHMENTS
 Attachment A – Original Professional Services Contract (Diablo)

1. Exhibit A – Original Proposal from Diablo Engineering Group  Attachment B – Draft 1
st Amendment Professional Services Contract (Diablo)

1. Exhibit A-1 – Additional Design Work For Unsignalized Intersections on 40th Street (Task 8)

2. Exhibit A-2 – Phase 2: Bay Trail Gap Closure (Task 9)  Attachment C – Map of 40th Street Multimodal Projects: Phase 1 and Phase 2  Draft Resolutions

1. First Resolution – Concept of Closing Unsignalized Intersections On The North Side Of 40th Street (Watts, Haven, Holden, and Hubbard)

2. Second Resolution – Addition Of New Scope Of Work Related To Additional Design Work For Unsignalized Intersections On The North Side Of 40th Street (Exhibit B)

3. Third Resolution – Addition Of New Scope Of Work Related To Design Of The 40th Street Multimodal Project Phase 2: Bay Trail Gap Closure (Exhibit C)

4. Fourth Resolution – 1st Amendment Professional Services Contract for Diablo Engineering
RESOLUTION NO. 23-105
Resolution Of The City Council Of The City Of Emeryville Approving The Concept Of Closing The Unsignalized Intersections Of Hubbard Street And Haven Street On The North Side Of 40th Street, And The Design Concept Of Partial Southbound Closures At The Unsignalized Intersections Of Holden Street And Watts Street On The North Side Of 40th Street As Part Of The 40th Street Multimodal Project WHEREAS, on March 3, 2020, the City Council approved the conceptual design of the 40th Street Multimodal Project and found it to be exempt from the California Environmental Quality Act; and
WHEREAS, as part of the resolution, City Council instructed Staff to conduct a traffic feasibility study for full and partial closures of the unsignalized streets that connect to 40th Street from the north (Watts, Haven, Holden, and Hubbard); and WHEREAS, in August 2022, the Public Works Department issued a Request for Proposals for "Professional Design Services for the 40th Street Transit-Only Lanes And Multimodal Enhancements Project" and after careful evaluation, City staff identified Diablo Engineering Group (“Diablo Engineering”) as the most suitable consultant, considering their approach, experience, and understanding of the City's requirements; and
WHEREAS, in early 2023, Fehr & Peers (a subconsultant to the Diablo Engineering team) completed a traffic feasibility analysis as one of the first items of work for the design phase of the Project and the results of the analysis were shared with the Emeryville Transportation Committee on May 9, 2023; and
WHEREAS, in the traffic feasibility analysis, the team studied the impact of closing unsignalized intersections in the project area various circulation alternatives along the corridor with and without closures of unsignalized intersections and all of the signalized intersections in the Project area were found to experience no significant change in congestion as a result of the additional closure of the unsignalized intersections as compared to the base project; and
WHEREAS, the traffic feasibility analysis went on to show that the extent of vehicle queuing on 40th Street would be similar whether the unsignalized intersections are fully closed or not as compared to the base project; and
WHEREAS, at the May 9, 2023, Transportation Committee meeting, Staff received positive feedback on the overall project, circulation/traffic pattern changes, and the concept of green infrastructure and parklet opportunities if the unsignalized streets were closed off to vehicular traffic; and
WHEREAS, the Transportation Committee recommended forwarding the concept of closures at unsignalized intersections on the north side of 40th Street (Watts, Haven, Holden, and Hubbard) to City Council; and
DocuSign Envelope ID: 0B76E2D1-4829-4E2C-A765-8889DC7B2137 Resolution No. 23-105
40th Street Multimodal Project – Closures of Unsignalized Intersections on North Side City Council Meeting | July 18, 2023

WHEREAS, on July 18, 2023, the City Council reviewed the concept of closures at unsignalized intersections on the north side of 40th Street, considered the public testimony, the staff report dated July 18, 2023, and the record as a whole; and WHEREAS, on July 18, 2023, the City Council approved a motion directing staff to move forward with further conceptual review of the Transportation Committee’s recommendation to study full closures at Hubbard Street and Haven Street and partial southbound closures at Watts Street and Holden Street; now, therefore, be it RESOLVED, by the City Council of the City of Emeryville that the City Council approves the design concept of closing the unsignalized intersections of Hubbard Street and Haven Street on the north side of 40th Street, and the design concept of partial southbound closures at the unsignalized intersections of Holden Street and Watts Street on the north side of 40th Street as part of the 40th Street Multimodal Project.

ADOPTED, by the City Council of the City of Emeryville at a regular meeting held Tuesday, July 18, 2023, by the following vote:

AYES: 4
Mayor Bauters, Vice Mayor Welch and Council Members Kaur and Mourra
NOES: 1 Council Member Priforce
ABSTAIN: 0
ABSENT: 0
MAYOR
ATTEST: APPROVED AS TO FORM:

CITY CLERK CITY ATTORNEY
DocuSign Envelope ID: 0B76E2D1-4829-4E2C-A765-8889DC7B2137 G,~ ........ jb6,f7~
07389849[209458 ...
~ DocuSigned by:

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20934D82D855467 ...

Attachment C:

Alternatives 1 and 2
Peak Hour Intersection Traffic Volumes
(Part 1)
FEHR,1 PEERS
Note: Traffic volumes reflect data collected in 2024 plus traffic from near term developments including the Sherwin Williams and BMR projects.

Weekday PM Peak Hour Traffic Volumes and Lane Configurations - 40th Street Transit Hub

ATTACHMENT C
XX PM Peak Hour Traffic Volume Signalized STOP Stop-Controlled Transit Priority Lanes ✱
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Note: Traffic volumes reflect data collected in 2024 plus traffic from near term developments including the Sherwin Williams and BMR projects.

Weekday PM Peak Hour Traffic Volumes and Lane Configurations - 40th Street Transit Hub - Alternative 1
ATTACHMENT C-1
21 244
35 71
556
41 62 146 46
67 477
19 1. Adeline Street/40th Street
206 658
41 143
459
140
63 660 167
147
365
47 2. San Pablo Avenue/40th Street
100
91 182
6 533
57 6 75 28
32 524
79 3. Emery Street/40th Street
59516
17 613

4. Watts Street/40th Street
28 11 64
5 527
26 6 16 4
12 556
61 5. Harlan Street/40th Street
558
7 5
585

6. Haven Street/40th Street
46 244
69 41
464
96 10 316 26
28 480
84 7. Hollis Street/40th Street
11 589
11 21
14 522

8. Holden Street/40th Street
40th Street
Adeline Street
40th Street
Emery Street
40th Street
Watts Street
40th Street
Harlan Street
40th Street
Haven Street
40th Street
Hollis Street
40th Street
Holden Street
294 117
93 27
488
188
20 149 18
20 372
151

9. Horton Street/40th Street
40th Street
Horton Street
92 612
101 35
0 659
26 10. Hubbard Street/40th Street
40th Street
Hubbard Street
617
77 695 62
22 18

11. Shellmound Street/IKEA Entrance
48 892
77 8
5 129
23 755 4
6 6
6 12. San Pablo Avenue/Park Avenue
100
5 206
74 71
6 13. Emery Street/Park Avenue
9 0
12 11
131
5 86 5 137
50 121
0 14. Watts Street/Park Avenue
137
15 11
11 199
16 15. Harlan Street/Park Avenue
IKEA Entrance
Shellmound Street
Park Avenue
Emery Street
Park Avenue
Watts Street
Park Avenue
Harlan Street
133
11 15
5 214
0 16. Haven Street/Park Avenue
11 292
10 30
78 16
15 302 49
128
64 34

17. Hollis Street/Park Avenue
4 0
24 7
84 9
18 3 16
11 75
3 18. Holden Street/Park Avenue
14 134
16 13
70 17
6 131 14
5 53
39 19. Horton Street/Park Avenue
0 10 15
0 60
12 0 5 25
18 40
14 20. Hubbard Street/Park Avenue
Park Avenue
Haven Street
Park Avenue
Holden Street
Park Avenue
Horton Street
Park Avenue
Hubbard Street
Park Avenue
San Pablo Avenue
Park Avenue
Hollis Street
40th Street
San Pablo Avenue
87 888
65 111 29 671

21. San Pablo Avenue/45th Street
4 422
24 34
25 5
11 339 53
63 31
21 22. Hollis Street/45th Street
45th Street
San Pablo Avenue
45th Street
Hollis Street

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FEHRf PEERS -------------------------------------------------- Note: Traffic volumes reflect data collected in 2024 plus traffic from near term developments including the Sherwin Williams and BMR projects.

Weekday PM Peak Hour Traffic Volumes and Lane Configurations - 40th Street Transit Hub - Alternative 2
ATTACHMENT C-2
21 244
35 71
556
41 62 146 46
67 477
19 1. Adeline Street/40th Street
204 660
41 143
459
140
63 660 167
150
362
47 2. San Pablo Avenue/40th Street
100
91 182
6 533
57 6 75 28
32 519
79 3. Emery Street/40th Street
595
17 608

4. Watts Street/40th Street
28 11 64
5 527
26 6 16 4
12 535
61 5. Harlan Street/40th Street
558
569

6. Haven Street/40th Street
46 244
69 11
464
96 0 316 26
28 458
84 7. Hollis Street/40th Street
11 559
11 14
490

8. Holden Street/40th Street
40th Street
Adeline Street
40th Street
Emery Street
40th Street
Watts Street
40th Street
Harlan Street
40th Street
Haven Street
40th Street
Hollis Street
40th Street
Holden Street
294 120
90 55
461
188
107 149 18
20 320
150

9. Horton Street/40th Street
40th Street
Horton Street
92 612
101
694
26 10. Hubbard Street/40th Street
40th Street
617
77 695 62
22 18

11. Shellmound Street/IKEA Entrance
53 892
77 8
5 129
23 755 4
6 6
6 12. San Pablo Avenue/Park Avenue
100
5 206
74 76
6 13. Emery Street/Park Avenue
24 0
12 11
131
5 86 5 137
50 126
0 14. Watts Street/Park Avenue
137
15 11
11 220
16 15. Harlan Street/Park Avenue
IKEA Entrance
Shellmound Street
Park Avenue
Emery Street
Park Avenue
Watts Street
Park Avenue
Harlan Street
133
18 15
5 229
6 16. Haven Street/Park Avenue
11 267
54 5
84 16
24 292 49
128
86 34

17. Hollis Street/Park Avenue
25 0
24 7
114
9 18 3 16
11 107
3 18. Holden Street/Park Avenue
14 134
46 13
70 51
6 131 14
5 53
92 19. Horton Street/Park Avenue
0 10 48
0 60
12 0 5 25
18 40
14 20. Hubbard Street/Park Avenue
Park Avenue
Haven Street
Park Avenue
Holden Street
Park Avenue
Horton Street
Park Avenue
Hubbard Street
Park Avenue
San Pablo Avenue
Park Avenue
Hollis Street
40th Street
San Pablo Avenue
87 888
65 111 29 671

21. San Pablo Avenue/45th Street
4 422
24 34
25 5
11 339 53
63 31
21 22. Hollis Street/45th Street
45th Street
San Pablo Avenue
45th Street
Hollis Street

STOP STOP STOP STOP
STOP
STOP
STOP
STOP

STOP STOP
STOP
STOP
STOP
STOP
STOP
STOP
STOP
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XX PM Peak Hour Traffic Volume Signalized STOP Stop-Controlled ✱
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✱
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✱
✱
✱
✱
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✱
✱
Transit Priority Lanes ✱
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§ •
FEHR f PEERS

Attachment D:

Alternatives 1 and 2 Corridor Speed Plots
(Part 1)
FEHR,1 PEERS
40th St
Park Ave
Sherwin Ave
Mandela Pkwy
34th St
Ettie St
Hannah St
Helen St
Louise St
Hollis St
Haven St
Magnolia St
Adeline St
Chestnut St
Linden St
34th St
Horton St
Hubbard St
Holden St
Hollis St
Haven St
Peralta St
Harlan St
Watts St
Emery St
Adeline St
San Pablo Ave
Linden St
37th St
MacArthur Blvd
36th St
Apgar St
39th St
Yerba Buena Ave
MacArthur Blvd
45th St
80 80
580
880
40th St
Alternative 1 – Average Motor Vehicle and Bus Speeds
4:45 PM - 5:00 PM
W:\Oakland N Drive\Projects\2022\OK22-0501.00_40th_St_Transit_Hub\Graphics\Speed Plots\Phase II\Average_Motor_Vehicle_Bus_Speeds_1007.ai ATTACHMENT D • Alternative 1 (No Project) – 2023 traic volumes plus approved Major Development Projects yet to be built including Sherwin Williams and BMR buildout with 2023 geometrics and traic signal operations. • Alternative 2 (Modified Project) – Same traic volumes as Alternative 1 with the modified project geometry approved by Council in July 2023 and optimized traic signal timings. 0 mph - 5 mph
5 mph - 10 mph
10 mph - 15 mph
15 mph - 20 mph
> 20 mph
I
l I ·'
-
-
-
-
-
&---------
40th St
Park Ave
Sherwin Ave
Mandela Pkwy
34th St
Ettie St
Hannah St
Helen St
Louise St
Hollis St
Haven St
Magnolia St
Adeline St
Chestnut St
Linden St
34th St
Horton St
Hubbard St
Holden St
Hollis St
Haven St
Peralta St
Harlan St
Watts St
Emery St
Adeline St
San Pablo Ave
Linden St
37th St
MacArthur Blvd
36th St
Apgar St
39th St
Yerba Buena Ave
MacArthur Blvd
45th St
80 80
580
880
40th St
Alternative 1 – Average Motor Vehicle and Bus Speeds
5 PM - 5:15 PM
W:\Oakland N Drive\Projects\2022\OK22-0501.00_40th_St_Transit_Hub\Graphics\Speed Plots\Phase II\Average_Motor_Vehicle_Bus_Speeds_1007.ai ATTACHMENT D • Alternative 1 (No Project) – 2023 traic volumes plus approved Major Development Projects yet to be built including Sherwin Williams and BMR buildout with 2023 geometrics and traic signal operations. • Alternative 2 (Modified Project) – Same traic volumes as Alternative 1 with the modified project geometry approved by Council in July 2023 and optimized traic signal timings. 0 mph - 5 mph
5 mph - 10 mph
10 mph - 15 mph
15 mph - 20 mph
> 20 mph
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40th St
Park Ave
Sherwin Ave
Mandela Pkwy
34th St
Ettie St
Hannah St
Helen St
Louise St
Hollis St
Haven St
Magnolia St
Adeline St
Chestnut St
Linden St
34th St
Horton St
Hubbard St
Holden St
Hollis St
Haven St
Peralta St
Harlan St
Watts St
Emery St
Adeline St
San Pablo Ave
Linden St
37th St
MacArthur Blvd
36th St
Apgar St
39th St
Yerba Buena Ave
MacArthur Blvd
45th St
80 80
580
880
40th St
Alternative 1 – Average Motor Vehicle and Bus Speeds
5:15 PM - 5:30 PM
W:\Oakland N Drive\Projects\2022\OK22-0501.00_40th_St_Transit_Hub\Graphics\Speed Plots\Phase II\Average_Motor_Vehicle_Bus_Speeds_1007.ai ATTACHMENT D • Alternative 1 (No Project) – 2023 traic volumes plus approved Major Development Projects yet to be built including Sherwin Williams and BMR buildout with 2023 geometrics and traic signal operations. • Alternative 2 (Modified Project) – Same traic volumes as Alternative 1 with the modified project geometry approved by Council in July 2023 and optimized traic signal timings. 0 mph - 5 mph
5 mph - 10 mph
10 mph - 15 mph
15 mph - 20 mph
> 20 mph
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40th St
Park Ave
Sherwin Ave
Mandela Pkwy
34th St
Ettie St
Hannah St
Helen St
Louise St
Hollis St
Haven St
Magnolia St
Adeline St
Chestnut St
Linden St
34th St
Horton St
Hubbard St
Holden St
Hollis St
Haven St
Peralta St
Harlan St
Watts St
Emery St
Adeline St
San Pablo Ave
Linden St
37th St
MacArthur Blvd
36th St
Apgar St
39th St
Yerba Buena Ave
MacArthur Blvd
45th St
80 80
580
880
40th St
Alternative 1 – Average Motor Vehicle and Bus Speeds
5:30 PM - 5:45 PM
W:\Oakland N Drive\Projects\2022\OK22-0501.00_40th_St_Transit_Hub\Graphics\Speed Plots\Phase II\Average_Motor_Vehicle_Bus_Speeds_1007.ai ATTACHMENT D • Alternative 1 (No Project) – 2023 traic volumes plus approved Major Development Projects yet to be built including Sherwin Williams and BMR buildout with 2023 geometrics and traic signal operations. • Alternative 2 (Modified Project) – Same traic volumes as Alternative 1 with the modified project geometry approved by Council in July 2023 and optimized traic signal timings. 0 mph - 5 mph
5 mph - 10 mph
10 mph - 15 mph
15 mph - 20 mph
> 20 mph
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40th St
Park Ave
Sherwin Ave
Mandela Pkwy
34th St
Ettie St
Hannah St
Helen St
Louise St
Hollis St
Haven St
Magnolia St
Adeline St
Chestnut St
Linden St
34th St
Horton St
Hubbard St
Holden St
Hollis St
Haven St
Peralta St
Harlan St
Watts St
Emery St
Adeline St
San Pablo Ave
Linden St
37th St
MacArthur Blvd
36th St
Apgar St
39th St
Yerba Buena Ave
MacArthur Blvd
45th St
80 80
580
880
40th St
Alternative 2 – Average Motor Vehicle and Bus Speeds
4:45 PM - 5:00 PM
W:\Oakland N Drive\Projects\2022\OK22-0501.00_40th_St_Transit_Hub\Graphics\Speed Plots\Phase II\Average_Motor_Vehicle_Bus_Speeds_1007.ai ATTACHMENT D • Alternative 1 (No Project) – 2023 traic volumes plus approved Major Development Projects yet to be built including Sherwin Williams and BMR buildout with 2023 geometrics and traic signal operations. • Alternative 2 (Modified Project) – Same traic volumes as Alternative 1 with the modified project geometry approved by Council in July 2023 and optimized traic signal timings. 0 mph - 5 mph
5 mph - 10 mph
10 mph - 15 mph
15 mph - 20 mph
> 20 mph
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-
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-
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40th St
Park Ave
Sherwin Ave
Mandela Pkwy
34th St
Ettie St
Hannah St
Helen St
Louise St
Hollis St
Haven St
Magnolia St
Adeline St
Chestnut St
Linden St
34th St
Horton St
Hubbard St
Holden St
Hollis St
Haven St
Peralta St
Harlan St
Watts St
Emery St
Adeline St
San Pablo Ave
Linden St
37th St
MacArthur Blvd
36th St
Apgar St
39th St
Yerba Buena Ave
MacArthur Blvd
45th St
80 80
580
880
40th St
Alternative 2 – Average Motor Vehicle and Bus Speeds
5 PM - 5:15 PM
W:\Oakland N Drive\Projects\2022\OK22-0501.00_40th_St_Transit_Hub\Graphics\Speed Plots\Phase II\Average_Motor_Vehicle_Bus_Speeds_1007.ai ATTACHMENT D • Alternative 1 (No Project) – 2023 traic volumes plus approved Major Development Projects yet to be built including Sherwin Williams and BMR buildout with 2023 geometrics and traic signal operations. • Alternative 2 (Modified Project) – Same traic volumes as Alternative 1 with the modified project geometry approved by Council in July 2023 and optimized traic signal timings. 0 mph - 5 mph
5 mph - 10 mph
10 mph - 15 mph
15 mph - 20 mph
> 20 mph
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-
&---------
40th St
Park Ave
Sherwin Ave
Mandela Pkwy
34th St
Ettie St
Hannah St
Helen St
Louise St
Hollis St
Haven St
Magnolia St
Adeline St
Chestnut St
Linden St
34th St
Horton St
Hubbard St
Holden St
Hollis St
Haven St
Peralta St
Harlan St
Watts St
Emery St
Adeline St
San Pablo Ave
Linden St
37th St
MacArthur Blvd
36th St
Apgar St
39th St
Yerba Buena Ave
MacArthur Blvd
45th St
80 80
580
880
40th St
Alternative 2 – Average Motor Vehicle and Bus Speeds
5:15 PM - 5:30 PM
W:\Oakland N Drive\Projects\2022\OK22-0501.00_40th_St_Transit_Hub\Graphics\Speed Plots\Phase II\Average_Motor_Vehicle_Bus_Speeds_1007.ai ATTACHMENT D • Alternative 1 (No Project) – 2023 traic volumes plus approved Major Development Projects yet to be built including Sherwin Williams and BMR buildout with 2023 geometrics and traic signal operations. • Alternative 2 (Modified Project) – Same traic volumes as Alternative 1 with the modified project geometry approved by Council in July 2023 and optimized traic signal timings. 0 mph - 5 mph
5 mph - 10 mph
10 mph - 15 mph
15 mph - 20 mph
> 20 mph
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-
&---------
40th St
Park Ave
Sherwin Ave
Mandela Pkwy
34th St
Ettie St
Hannah St
Helen St
Louise St
Hollis St
Haven St
Magnolia St
Adeline St
Chestnut St
Linden St
34th St
Horton St
Hubbard St
Holden St
Hollis St
Haven St
Peralta St
Harlan St
Watts St
Emery St
Adeline St
San Pablo Ave
Linden St
37th St
MacArthur Blvd
36th St
Apgar St
39th St
Yerba Buena Ave
MacArthur Blvd
45th St
80 80
580
880
40th St
Alternative 2 – Average Motor Vehicle and Bus Speeds
5:30 PM - 5:45 PM
W:\Oakland N Drive\Projects\2022\OK22-0501.00_40th_St_Transit_Hub\Graphics\Speed Plots\Phase II\Average_Motor_Vehicle_Bus_Speeds_1007.ai ATTACHMENT D • Alternative 1 (No Project) – 2023 traic volumes plus approved Major Development Projects yet to be built including Sherwin Williams and BMR buildout with 2023 geometrics and traic signal operations. • Alternative 2 (Modified Project) – Same traic volumes as Alternative 1 with the modified project geometry approved by Council in July 2023 and optimized traic signal timings. 0 mph - 5 mph
5 mph - 10 mph
10 mph - 15 mph
15 mph - 20 mph
> 20 mph
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Attachment E:

Intersection LOS and Delay Calculation
Worksheets (Part 1)
FEHR,1 PEERS
Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 1 (2025 Forecast) Volume and Delay by Movement PM Peak Hour
Intersection 1 Adeline St/40th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 21 22 104.3% 38.0 18.4 D
Through 244 247 101.4% 41.3 3.5 D
Right Turn 35 31 87.1% 30.5 6.5 C
Subtotal 300 300 99.9% 39.8 3.9 D
Left Turn 46 47 101.1% 58.6 17.5 E
Through 146 150 103.0% 49.4 8.4 D
Right Turn 62 57 91.9% 40.1 6.8 D
Subtotal 254 254 100.0% 48.9 7.7 D
Left Turn 71 66 92.3% 77.4 3.7 E
Through 556 550 98.9% 4.1 1.1 A
Right Turn 41 42 102.4% 8.5 4.0 A
Subtotal 668 657 98.4% 11.8 1.7 B
Left Turn 19 20 106.3% 62.7 20.3 E
Through 477 473 99.1% 15.3 2.4 B
Right Turn 67 67 100.1% 17.9 5.0 B
Subtotal 563 560 99.5% 17.6 3.0 B
Total 1,785 1,771 99.2% 24.3 1.9 C

77.4 Intersection 2 San Pablo Ave/40th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 206 206 100.0% 54.4 7.1 D
Through 658 657 99.8% 29.7 2.5 C
Right Turn 41 41 100.5% 26.5 7.8 C
Subtotal 905 904 99.9% 35.5 3.0 D
Left Turn 167 159 95.1% 81.9 19.8 F
Through 660 654 99.1% 42.4 6.2 D
Right Turn 63 62 97.8% 51.4 7.5 D
Subtotal 890 874 98.2% 50.1 7.8 D
Left Turn 143 138 96.2% 43.8 5.7 D
Through 459 456 99.3% 44.1 4.2 D
Right Turn 140 141 100.6% 46.0 4.9 D
Subtotal 742 734 98.9% 44.6 3.4 D
Left Turn 47 44 94.3% 77.7 24.9 E
Through 365 364 99.6% 70.6 4.2 E
Right Turn 147 142 96.8% 20.0 4.7 B
Subtotal 559 550 98.4% 58.8 5.3 E
Total 3,096 3,063 98.9% 46.3 2.5 D

81.2 Served Volume (vph)
NB
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Served Volume (vph)
NB
SB
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Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 1 (2025 Forecast) Volume and Delay by Movement PM Peak Hour
Intersection 3 Emery St/40th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 100 104 104.3% 51.0 6.7 D
Through 91 86 94.9% 51.4 7.1 D
Right Turn 182 182 100.0% 11.3 4.0 B
Subtotal 373 373 99.9% 32.6 4.0 C
Left Turn 28 27 95.4% 67.1 10.0 E
Through 75 70 93.1% 54.1 8.1 D
Right Turn 6 6 96.7% 17.7 12.4 B
Subtotal 109 102 93.9% 56.0 6.6 E
Left Turn 6 6 91.7% 53.3 47.7 D
Through 533 528 99.1% 24.0 7.1 C
Right Turn 57 50 87.9% 24.3 14.2 C
Subtotal 596 584 98.0% 24.7 7.0 C
Left Turn 79 83 104.6% 78.6 8.9 E
Through 524 518 98.9% 7.0 2.8 A
Right Turn 32 30 94.7% 4.7 2.6 A
Subtotal 635 631 99.4% 16.9 3.1 B
Total 1,713 1,690 98.6% 25.9 3.4 C

78.6 Intersection 4 Watts Ave/40th St Side-street Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn
Through
Right Turn 16 17 105.0% 14.9 2.6 B
Subtotal 16 17 105.0% 14.9 2.6 B
Left Turn
Through 595 587 98.6% 15.5 7.6 C
Right Turn
Subtotal 595 587 98.6% 15.5 7.6 C
Left Turn
Through 613 608 99.1% 1.0 0.4 A
Right Turn 17 20 118.8% 3.2 1.6 A
Subtotal 630 628 99.7% 1.1 0.4 A
Total 1,241 1,231 99.2% 8.0 3.7 A

15.1 SB
EB
WB
Served Volume (vph)
NB
SB
Served Volume (vph)
NB
EB
WB
Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 1 (2025 Forecast) Volume and Delay by Movement PM Peak Hour
Intersection 5 Harlan St/40th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 28 28 100.7% 6.6 6.0 A
Through 11 11 98.2% 41.4 21.8 D
Right Turn 64 62 96.1% 9.2 3.9 A
Subtotal 103 101 97.6% 13.0 5.9 B
Left Turn 4 3 85.0% 14.1 25.2 B
Through 16 14 86.3% 59.5 18.9 E
Right Turn 6 4 65.0% 17.3 28.2 B
Subtotal 26 21 81.2% 52.1 21.6 D
Left Turn 5 5 102.0% 68.4 26.0 E
Through 527 524 99.4% 7.7 2.6 A
Right Turn 26 27 103.8% 2.9 1.7 A
Subtotal 558 556 99.6% 8.3 2.4 A
Left Turn 61 61 99.5% 66.0 5.1 E
Through 556 553 99.5% 1.9 0.5 A
Right Turn 12 12 100.8% 1.6 1.6 A
Subtotal 629 626 99.5% 8.8 1.1 A
Total 1,316 1,304 99.1% 9.6 1.5 A

68.4 Intersection 6 Haven St/40th St Side-street Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn
Through
Right Turn 7 7 101.4% 9.2 1.2 A
Subtotal 7 7 101.4% 9.2 1.2 A
Left Turn
Through 558 556 99.6% 0.6 0.2 A
Right Turn
Subtotal 558 556 99.6% 0.6 0.2 A
Left Turn
Through 585 581 99.3% 0.4 0.2 A
Right Turn 5 4 86.0% 0.7 0.4 A
Subtotal 590 585 99.2% 0.4 0.2 A
Total 1,155 1,148 99.4% 0.6 0.1 A

8.6 WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 1 (2025 Forecast) Volume and Delay by Movement PM Peak Hour
Intersection 7 Hollis St/40th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 46 46 98.9% 55.2 7.1 E
Through 244 245 100.5% 32.1 5.4 C
Right Turn 69 66 95.4% 7.9 3.5 A
Subtotal 359 357 99.3% 30.4 4.7 C
Left Turn 26 27 103.8% 77.9 16.9 E
Through 316 318 100.7% 47.6 8.9 D
Right Turn 10 9 91.0% 34.6 21.2 C
Subtotal 352 354 100.7% 49.7 9.5 D
Left Turn 41 34 83.2% 64.4 14.2 E
Through 464 463 99.8% 39.2 4.3 D
Right Turn 96 92 95.8% 37.3 8.3 D
Subtotal 601 589 98.0% 40.5 4.2 D
Left Turn 84 80 95.4% 53.0 13.1 D
Through 480 479 99.8% 26.1 4.0 C
Right Turn 28 28 100.7% 18.7 4.3 B
Subtotal 592 587 99.2% 29.5 4.1 C
Total 1,904 1,888 99.1% 36.8 3.2 D

78.6 Intersection 8 Holden St/40th St Side-street Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn 11 8 73.6% 12.7 9.9 B
Subtotal 11 8 73.6% 12.7 9.9 B
Left Turn
Through
Right Turn 21 20 95.2% 20.1 4.5 C
Subtotal 21 20 95.2% 20.1 4.5 C
Left Turn
Through 589 583 99.0% 1.6 0.8 A
Right Turn 11 10 91.8% 0.4 0.1 A
Subtotal 600 593 98.9% 1.6 0.8 A
Left Turn
Through 522 521 99.8% 2.7 0.5 A
Right Turn 14 13 91.4% 3.1 1.8 A
Subtotal 536 534 99.6% 2.7 0.5 A
Total 1,168 1,155 98.9% 2.5 0.6 A

18.6 NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 1 (2025 Forecast) Volume and Delay by Movement PM Peak Hour
Intersection 9 Horton St/40th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 294 292 99.2% 51.2 5.7 D
Through 117 115 97.9% 45.4 4.8 D
Right Turn 93 91 97.5% 29.3 2.4 C
Subtotal 504 497 98.6% 45.6 4.4 D
Left Turn 18 19 102.8% 35.5 16.3 D
Through 149 149 100.2% 49.2 6.0 D
Right Turn 20 17 84.0% 45.2 17.0 D
Subtotal 187 185 98.7% 48.1 5.4 D
Left Turn 27 25 93.7% 70.6 16.4 E
Through 488 484 99.1% 37.4 5.3 D
Right Turn 188 184 97.8% 37.5 5.0 D
Subtotal 703 693 98.6% 38.7 4.8 D
Left Turn 151 147 97.1% 83.5 5.6 F
Through 372 376 101.0% 10.6 1.7 B
Right Turn 20 19 96.5% 14.3 8.4 B
Subtotal 543 542 99.7% 31.5 2.3 C
Total 1,937 1,916 98.9% 39.2 2.3 D

83.5 Intersection 10 Hubbard St/40th St Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn 92 88 96.1% 14.3 8.3 B
Subtotal 92 88 96.1% 14.3 8.3 B
Left Turn
Through
Right Turn 35 34 95.7% 12.6 0.8 B
Subtotal 35 34 95.7% 12.6 0.8 B
Left Turn
Through 612 604 98.8% 8.5 3.3 A
Right Turn 101 100 99.2% 9.1 4.9 A
Subtotal 713 705 98.8% 8.5 3.4 A
Left Turn 26 26 98.5% 8.6 2.2 A
Through 659 658 99.8% 5.2 0.9 A
Right Turn
Subtotal 685 683 99.7% 5.3 0.9 A
Total 1,525 1,510 99.0% 7.6 2.3 A

14.3 Served Volume (vph)
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EB
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Served Volume (vph)
NB
SB
Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 1 (2025 Forecast) Volume and Delay by Movement PM Peak Hour
Intersection 11 Shellmound St/IKEA Exit Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through 617 611 99.0% 33.9 6.1 C
Right Turn 77 78 101.7% 32.7 7.7 C
Subtotal 694 689 99.3% 33.8 5.8 C
Left Turn 62 61 97.9% 32.4 5.2 C
Through 695 688 99.0% 2.3 0.5 A
Right Turn
Subtotal 757 749 98.9% 4.8 0.8 A
Left Turn
Through
Right Turn
Subtotal
Left Turn 18 15 83.9% 45.6 13.3 D
Through
Right Turn 22 21 96.4% 6.8 0.8 A
Subtotal 40 36 90.8% 22.9 5.6 C
Total 1,491 1,475 98.9% 19.0 2.9 B

37.9 Intersection 12 San Pablo Ave/Park Ave Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 48 42 88.3% 9.8 6.1 A
Through 892 888 99.6% 3.8 0.4 A
Right Turn 8 8 100.0% 1.2 1.2 A
Subtotal 948 939 99.0% 4.1 0.5 A
Left Turn 4 4 92.5% 4.0 6.7 A
Through 755 746 98.8% 15.2 4.1 B
Right Turn 23 25 110.0% 17.0 7.5 B
Subtotal 782 775 99.1% 15.2 4.1 B
Left Turn 77 80 104.2% 45.3 6.5 D
Through 5 6 110.0% 44.6 41.1 D
Right Turn 129 120 92.9% 9.2 7.0 A
Subtotal 211 206 97.4% 25.4 6.0 C
Left Turn 6 5 88.3% 25.7 24.3 C
Through 6 6 96.7% 34.7 24.4 C
Right Turn 6 5 80.0% 14.0 26.8 B
Subtotal 18 16 88.3% 30.1 15.4 C
Total 1,959 1,935 98.8% 11.4 1.7 B

44.6 Served Volume (vph)
NB
SB
EB
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Served Volume (vph)
NB
SB
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Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 1 (2025 Forecast) Volume and Delay by Movement PM Peak Hour
Intersection 13 Emery St/Park Ave Side-street Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 100 96 95.6% 18.6 4.6 C
Through
Right Turn 5 6 110.0% 14.4 13.2 B
Subtotal 105 101 96.3% 18.4 4.5 C
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 206 201 97.4% 0.8 0.3 A
Right Turn 74 70 93.9% 0.8 0.5 A
Subtotal 280 270 96.5% 0.8 0.2 A
Left Turn 6 6 96.7% 6.0 6.8 A
Through 71 68 95.1% 1.5 0.4 A
Right Turn
Subtotal 77 73 95.2% 1.9 0.7 A
Total 462 445 96.2% 5.2 1.6 A

16.3 Intersection 14 Watts Ave/Park Ave All-way Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 9 10 113.3% 11.3 5.0 B
Through
Right Turn 12 8 62.5% 11.6 4.6 B
Subtotal 21 18 84.3% 11.1 4.2 B
Left Turn 137 138 100.7% 7.3 0.3 A
Through 5 4 84.0% 5.8 4.4 A
Right Turn 86 82 95.7% 6.2 0.3 A
Subtotal 228 225 98.5% 6.9 0.2 A
Left Turn 11 11 97.3% 6.4 4.9 A
Through 131 124 94.9% 6.4 1.1 A
Right Turn 5 4 76.0% 3.5 4.7 A
Subtotal 147 139 94.4% 6.4 1.2 A
Left Turn
Through 121 112 92.4% 8.2 1.9 A
Right Turn 50 51 102.4% 8.0 1.9 A
Subtotal 171 163 95.3% 8.2 1.8 A
Total 567 544 95.9% 7.3 0.8 A

10.2 Served Volume (vph)
NB
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Served Volume (vph)
NB
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Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 1 (2025 Forecast) Volume and Delay by Movement PM Peak Hour
Intersection 15 Harlan St/Park Ave Side-street Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 15 17 112.7% 14.5 2.8 B
Through
Right Turn 11 11 98.2% 5.4 2.6 A
Subtotal 26 28 106.5% 11.2 2.8 B
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 137 129 94.0% 0.4 0.3 A
Right Turn 11 11 95.5% 0.0 0.1 A
Subtotal 148 139 94.1% 0.4 0.3 A
Left Turn 16 14 85.6% 3.6 1.5 A
Through 199 191 95.9% 0.9 0.2 A
Right Turn
Subtotal 215 205 95.2% 1.1 0.2 A
Total 389 372 95.5% 1.6 0.2 A

13.1 Intersection 16 Haven St/Park Ave Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 11 10 89.1% 15.4 3.3 C
Through
Right Turn 15 15 102.0% 12.9 1.5 B
Subtotal 26 25 96.5% 14.1 1.3 B
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 133 124 93.5% 0.2 0.2 A
Right Turn 5 4 88.0% 0.1 0.4 A
Subtotal 138 129 93.3% 0.2 0.2 A
Left Turn
Through 214 208 97.1% 0.2 0.3 A
Right Turn
Subtotal 214 208 97.1% 0.2 0.3 A
Total 378 362 95.7% 1.1 0.3 A

13.4 SB
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Served Volume (vph)
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Served Volume (vph)
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Fehr & Peers 10/2/2024
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Average Results from 10 Runs Alternative 1 (2025 Forecast) Volume and Delay by Movement PM Peak Hour
Intersection 17 Hollis St/Park Ave Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 11 8 71.8% 12.5 9.9 B
Through 292 291 99.7% 14.1 3.4 B
Right Turn 10 8 81.0% 5.0 6.3 A
Subtotal 313 307 98.1% 13.9 3.3 B
Left Turn 49 48 97.1% 21.1 6.8 C
Through 302 305 100.9% 15.2 7.7 B
Right Turn 15 12 77.3% 12.3 5.3 B
Subtotal 366 364 99.4% 15.9 7.1 B
Left Turn 30 29 96.3% 15.4 7.7 B
Through 78 73 93.2% 12.2 3.7 B
Right Turn 16 15 92.5% 10.2 8.4 B
Subtotal 124 116 93.9% 12.9 3.4 B
Left Turn 34 35 103.8% 21.3 11.5 C
Through 64 58 89.8% 13.8 5.9 B
Right Turn 128 125 97.5% 10.8 1.6 B
Subtotal 226 218 96.3% 13.1 3.1 B
Total 1,029 1,005 97.7% 14.3 2.8 B

20.9 Intersection 18 Holden St/Park Ave Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 3 85.0% 6.5 5.9 A
Through
Right Turn 24 25 102.5% 11.4 3.2 B
Subtotal 28 28 100.0% 11.0 1.3 B
Left Turn 16 15 92.5% 6.8 1.4 A
Through 3 3 83.3% 4.8 4.6 A
Right Turn 18 19 105.0% 6.4 1.9 A
Subtotal 37 36 97.8% 6.5 0.6 A
Left Turn 7 7 98.6% 0.2 0.3 A
Through 84 77 91.3% 0.8 0.2 A
Right Turn 9 9 96.7% 0.0 0.0 A
Subtotal 100 92 92.3% 0.7 0.2 A
Left Turn 3 2 60.0% 0.0 0.0 A
Through 75 67 89.3% 0.1 0.1 A
Right Turn 11 8 75.5% 0.0 0.0 A
Subtotal 89 77 86.6% 0.1 0.1 A
Total 254 234 92.0% 2.5 0.3 A

10.1 WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
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EB
Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 1 (2025 Forecast) Volume and Delay by Movement PM Peak Hour
Intersection 19 Horton St/Park Ave All-way Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 14 13 90.7% 7.8 2.1 A
Through 134 131 97.4% 15.3 2.4 C
Right Turn 16 16 97.5% 11.5 4.8 B
Subtotal 164 159 96.8% 14.4 2.2 B
Left Turn 14 12 87.9% 8.0 2.7 A
Through 131 132 100.7% 8.8 0.8 A
Right Turn 6 3 56.7% 4.4 4.9 A
Subtotal 151 148 97.7% 8.7 0.8 A
Left Turn 13 11 86.2% 6.5 1.3 A
Through 70 65 92.1% 7.7 0.5 A
Right Turn 17 15 90.0% 6.5 2.9 A
Subtotal 100 91 91.0% 7.4 0.3 A
Left Turn 39 37 95.9% 5.1 0.7 A
Through 53 48 91.1% 5.3 1.2 A
Right Turn 5 4 80.0% 5.3 8.1 A
Subtotal 97 90 92.5% 5.5 1.7 A
Total 512 487 95.1% 9.8 1.0 A

14.9 Intersection 20 Hubbard St/Park Ave Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through 10 10 100.0% 13.0 2.2 B
Right Turn 15 9 57.3% 11.5 1.1 B
Subtotal 25 19 74.4% 12.3 1.4 B
Left Turn 25 23 91.6% 7.6 0.9 A
Through 5 5 102.0% 5.0 3.5 A
Right Turn
Subtotal 30 28 93.3% 7.5 0.8 A
Left Turn
Through 60 59 99.0% 0.4 0.4 A
Right Turn 12 13 105.8% 0.5 1.0 A
Subtotal 72 72 100.1% 0.5 0.5 A
Left Turn 14 13 90.0% 0.5 0.8 A
Through 40 39 96.3% 0.2 0.2 A
Right Turn 18 13 73.3% 0.1 0.4 A
Subtotal 72 64 89.3% 0.2 0.2 A
Total 199 183 92.0% 2.8 0.4 A

10.8 NB
SB
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Served Volume (vph)
NB
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Served Volume (vph)
Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 1 (2025 Forecast) Volume and Delay by Movement PM Peak Hour
Intersection 21 San Pablo Ave/45th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 87 82 94.6% 18.2 3.7 B
Through 888 889 100.1% 9.0 1.5 A
Right Turn
Subtotal 975 972 99.6% 9.8 1.6 A
Left Turn
Through 671 665 99.2% 4.0 1.1 A
Right Turn 29 30 102.4% 2.9 2.0 A
Subtotal 700 695 99.3% 4.0 1.0 A
Left Turn 65 63 96.6% 46.6 9.3 D
Through
Right Turn 111 109 97.9% 21.9 5.0 C
Subtotal 176 172 97.4% 31.4 5.7 C
Left Turn
Through
Right Turn
Subtotal
Total 1,851 1,838 99.3% 9.8 1.5 A

41.6 Intersection 22 Hollis St/45th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 4 90.0% 13.7 14.7 B
Through 422 423 100.3% 10.5 2.6 B
Right Turn 24 19 80.0% 10.1 5.1 B
Subtotal 450 446 99.1% 10.5 2.6 B
Left Turn 53 50 94.7% 17.7 4.8 B
Through 339 340 100.3% 7.7 3.3 A
Right Turn 11 10 86.4% 5.1 4.3 A
Subtotal 403 400 99.2% 8.8 3.0 A
Left Turn 34 35 102.4% 20.5 3.1 C
Through 25 25 100.0% 16.4 7.2 B
Right Turn 5 4 82.0% 2.9 3.0 A
Subtotal 64 64 99.8% 19.1 3.2 B
Left Turn 21 19 90.0% 21.2 6.8 C
Through 31 30 96.5% 18.1 6.1 B
Right Turn 63 63 100.0% 7.5 2.3 A
Subtotal 115 112 97.2% 12.2 2.5 B
Total 1,032 1,022 99.0% 10.6 1.9 B

20.5 Served Volume (vph)
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SB
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Served Volume (vph)
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Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 2 (Modified Project) Volume and Delay by Movement PM Peak Hour
Intersection 1 Adeline St/40th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 21 20 92.9% 46.1 25.3 D
Through 244 249 102.2% 44.3 7.6 D
Right Turn 35 32 90.6% 30.5 5.6 C
Subtotal 300 301 100.2% 43.1 7.1 D
Left Turn 46 46 100.0% 72.2 21.1 E
Through 146 147 100.5% 76.1 35.3 E
Right Turn 62 59 95.6% 76.1 45.1 E
Subtotal 254 252 99.2% 75.1 33.6 E
Left Turn 71 68 95.8% 61.8 9.5 E
Through 556 538 96.7% 11.4 1.7 B
Right Turn 41 40 98.3% 17.0 5.2 B
Subtotal 668 646 96.7% 16.5 2.6 B
Left Turn 19 19 100.0% 56.1 20.1 E
Through 477 472 99.0% 24.3 8.5 C
Right Turn 67 67 99.9% 17.9 7.8 B
Subtotal 563 558 99.1% 24.7 7.7 C
Total 1,785 1,757 98.4% 33.1 7.9 C

68.6 Intersection 2 San Pablo Ave/40th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 204 203 99.6% 52.9 5.1 D
Through 660 658 99.7% 34.0 2.6 C
Right Turn 41 40 97.8% 27.8 9.3 C
Subtotal 905 902 99.6% 37.9 2.0 D
Left Turn 167 164 98.2% 79.8 15.1 E
Through 660 657 99.5% 53.5 7.4 D
Right Turn 63 62 98.3% 60.1 9.2 E
Subtotal 890 883 99.2% 58.9 8.6 E
Left Turn 143 134 93.4% 62.3 5.2 E
Through 459 444 96.6% 42.4 6.6 D
Right Turn 140 132 94.1% 31.6 8.0 C
Subtotal 742 709 95.5% 44.1 5.2 D
Left Turn 47 45 95.5% 35.1 5.8 D
Through 362 360 99.3% 39.1 12.0 D
Right Turn 150 148 98.5% 43.2 9.1 D
Subtotal 559 552 98.8% 39.7 8.8 D
Total 3,096 3,045 98.4% 45.8 3.9 D

83.0 Served Volume (vph)
NB
SB
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Served Volume (vph)
NB
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Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 2 (Modified Project) Volume and Delay by Movement PM Peak Hour
Intersection 3 Emery St/40th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 100 102 101.6% 57.4 12.8 E
Through 91 86 94.3% 52.1 12.3 D
Right Turn 182 179 98.5% 62.2 37.8 E
Subtotal 373 367 98.3% 59.1 24.4 E
Left Turn 28 23 81.8% 204.1 186.2 F
Through 75 64 84.7% 147.0 120.2 F
Right Turn 6 5 88.3% 121.8 151.7 F
Subtotal 109 92 84.1% 159.7 129.6 F
Left Turn 6 5 86.7% 55.2 39.7 E
Through 533 509 95.4% 68.0 26.3 E
Right Turn 57 52 91.8% 22.1 12.6 C
Subtotal 596 566 95.0% 63.5 24.2 E
Left Turn 79 83 105.3% 58.0 5.2 E
Through 519 510 98.3% 21.1 6.9 C
Right Turn 32 29 91.9% 42.7 17.2 D
Subtotal 630 623 98.8% 27.4 5.2 C
Total 1,708 1,647 96.4% 53.2 19.4 D

99.1 Intersection 4 Watts Ave/40th St Side-street Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 595 573 96.3% 53.6 30.9 F
Right Turn
Subtotal 595 573 96.3% 53.6 30.9 F
Left Turn
Through 608 599 98.5% 6.6 1.7 A
Right Turn 17 18 106.5% 3.3 2.2 A
Subtotal 625 617 98.7% 6.5 1.7 A
Total 1,220 1,190 97.5% 29.2 15.7 D

24.4 SB
EB
WB
Served Volume (vph)
NB
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Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 2 (Modified Project) Volume and Delay by Movement PM Peak Hour
Intersection 5 Harlan St/40th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 28 26 92.1% 6.9 8.6 A
Through 11 11 96.4% 34.5 22.0 C
Right Turn 64 64 99.2% 11.6 5.4 B
Subtotal 103 100 97.0% 13.7 5.8 B
Left Turn 4 4 87.5% 37.8 32.5 D
Through 16 15 93.8% 51.7 22.9 D
Right Turn 6 6 95.0% 27.0 31.9 C
Subtotal 26 24 93.1% 46.2 20.6 D
Left Turn 5 5 94.0% 41.7 21.5 D
Through 527 511 97.0% 13.4 9.8 B
Right Turn 26 26 99.6% 24.1 17.6 C
Subtotal 558 542 97.1% 14.4 10.0 B
Left Turn 61 61 99.7% 60.1 16.0 E
Through 535 528 98.7% 8.1 1.7 A
Right Turn 12 12 103.3% 4.5 1.5 A
Subtotal 608 601 98.8% 13.6 2.5 B
Total 1,295 1,267 97.8% 14.8 4.8 B

56.2 Intersection 6 Haven St/40th St Side-street Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn
Subtotal
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 558 542 97.1% 0.3 0.1 A
Right Turn
Subtotal 558 542 97.1% 0.3 0.1 A
Left Turn
Through 569 560 98.3% 4.2 2.0 A
Right Turn
Subtotal 569 560 98.3% 4.2 2.0 A
Total 1,127 1,101 97.7% 2.2 1.0 A

3.7 WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
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Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 2 (Modified Project) Volume and Delay by Movement PM Peak Hour
Intersection 7 Hollis St/40th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 46 46 99.6% 58.2 8.9 E
Through 244 245 100.4% 36.1 4.2 D
Right Turn 69 66 95.5% 6.9 4.0 A
Subtotal 359 357 99.4% 34.0 4.0 C
Left Turn 26 26 99.6% 89.8 22.6 F
Through 316 314 99.5% 50.9 8.0 D
Right Turn
Subtotal 342 340 99.5% 53.9 8.2 D
Left Turn 11 8 74.5% 46.3 21.8 D
Through 464 451 97.1% 12.0 2.8 B
Right Turn 96 96 99.9% 3.7 1.0 A
Subtotal 571 555 97.1% 11.2 2.5 B
Left Turn 84 80 95.6% 70.0 12.6 E
Through 458 452 98.8% 19.7 5.7 B
Right Turn 28 26 93.2% 15.1 7.1 B
Subtotal 570 559 98.0% 26.3 6.0 C
Total 1,842 1,810 98.3% 27.8 3.2 C

68.0 Intersection 8 Holden St/40th St Side-street Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn 11 8 74.5% 9.3 1.9 A
Subtotal 11 8 74.5% 9.3 1.9 A
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 559 548 98.1% 1.3 0.3 A
Right Turn 11 11 100.0% 0.8 0.9 A
Subtotal 570 559 98.1% 1.3 0.3 A
Left Turn
Through 490 484 98.7% 7.0 5.0 A
Right Turn 14 14 100.0% 1.6 3.0 A
Subtotal 504 498 98.8% 6.8 4.8 A
Total 1,085 1,065 98.2% 3.9 2.1 A

8.0 NB
SB
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WB
Served Volume (vph)
NB
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Served Volume (vph)
Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 2 (Modified Project) Volume and Delay by Movement PM Peak Hour
Intersection 9 Horton St/40th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 294 296 100.7% 49.9 6.6 D
Through 120 118 98.0% 46.4 7.1 D
Right Turn 90 85 94.8% 25.6 7.3 C
Subtotal 504 499 99.0% 44.7 4.9 D
Left Turn 18 19 106.7% 62.2 19.5 E
Through 149 146 98.1% 51.1 5.7 D
Right Turn 107 95 89.0% 41.6 11.1 D
Subtotal 274 261 95.1% 48.0 7.0 D
Left Turn 55 47 86.0% 61.0 17.1 E
Through 461 456 99.0% 39.4 4.3 D
Right Turn 188 188 99.8% 9.2 3.1 A
Subtotal 704 691 98.2% 33.3 3.3 C
Left Turn 150 147 98.3% 53.1 12.0 D
Through 320 317 99.1% 41.4 4.9 D
Right Turn 20 19 96.0% 4.0 3.1 A
Subtotal 490 484 98.7% 43.8 4.6 D
Total 1,972 1,935 98.1% 40.8 3.2 D

61.8 Intersection 10 Hubbard St/40th St Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through
Right Turn 92 88 95.5% 8.0 3.1 A
Subtotal 92 88 95.5% 8.0 3.1 A
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 612 605 98.8% 6.3 1.6 A
Right Turn 101 98 97.3% 7.1 2.5 A
Subtotal 713 703 98.6% 6.4 1.7 A
Left Turn 26 24 90.4% 10.4 4.3 B
Through 694 686 98.8% 2.1 0.7 A
Right Turn
Subtotal 720 709 98.5% 2.3 0.7 A
Total 1,525 1,500 98.4% 4.6 0.9 A

7.7 Served Volume (vph)
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Served Volume (vph)
NB
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Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 2 (Modified Project) Volume and Delay by Movement PM Peak Hour
Intersection 11 Shellmound St/IKEA Exit Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through 617 611 99.0% 7.4 3.5 A
Right Turn 77 76 99.1% 5.6 2.8 A
Subtotal 694 687 99.0% 7.2 3.4 A
Left Turn 62 59 95.8% 53.5 8.1 D
Through 695 689 99.1% 4.8 0.9 A
Right Turn
Subtotal 757 748 98.8% 8.2 1.6 A
Left Turn
Through
Right Turn
Subtotal
Left Turn 18 17 93.9% 57.3 10.3 E
Through
Right Turn 22 19 87.7% 6.3 0.9 A
Subtotal 40 36 90.5% 32.2 8.9 C
Total 1,491 1,472 98.7% 8.4 2.0 A

57.3 Intersection 12 San Pablo Ave/Park Ave Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 53 50 94.7% 21.2 5.9 C
Through 892 880 98.7% 2.5 0.5 A
Right Turn 8 8 100.0% 0.9 1.4 A
Subtotal 953 938 98.5% 3.5 0.6 A
Left Turn 4 4 87.5% 4.0 7.4 A
Through 755 749 99.2% 14.2 3.6 B
Right Turn 23 24 105.2% 18.6 9.5 B
Subtotal 782 777 99.3% 14.2 3.5 B
Left Turn 77 80 103.2% 50.4 5.9 D
Through 5 5 92.0% 31.6 35.5 C
Right Turn 129 129 99.7% 10.8 4.8 B
Subtotal 211 213 100.8% 26.8 5.4 C
Left Turn 6 5 80.0% 41.4 26.9 D
Through 6 6 91.7% 41.7 31.3 D
Right Turn 6 6 93.3% 6.5 5.8 A
Subtotal 18 16 88.3% 32.9 17.5 C
Total 1,964 1,944 99.0% 10.7 1.9 B

50.4 Served Volume (vph)
NB
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Served Volume (vph)
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 2 (Modified Project) Volume and Delay by Movement PM Peak Hour
Intersection 13 Emery St/Park Ave Side-street Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 100 95 94.7% 19.4 4.4 C
Through
Right Turn 5 5 90.0% 6.5 8.2 A
Subtotal 105 99 94.5% 19.2 4.5 C
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 206 207 100.3% 0.7 0.2 A
Right Turn 74 67 90.7% 0.7 0.4 A
Subtotal 280 274 97.8% 0.7 0.1 A
Left Turn 6 5 90.0% 1.6 2.5 A
Through 76 74 97.5% 1.8 0.8 A
Right Turn
Subtotal 82 80 97.0% 1.9 0.7 A
Total 467 453 96.9% 5.3 1.5 A

18.4 Intersection 14 Watts Ave/Park Ave All-way Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 24 24 98.8% 13.2 1.2 B
Through
Right Turn 12 8 70.0% 11.3 4.6 B
Subtotal 36 32 89.2% 13.0 1.2 B
Left Turn 137 134 97.4% 7.4 0.7 A
Through 5 5 100.0% 4.3 4.1 A
Right Turn 86 86 99.8% 6.3 0.4 A
Subtotal 228 224 98.4% 7.0 0.5 A
Left Turn 11 10 93.6% 7.3 4.7 A
Through 131 132 100.6% 6.4 0.8 A
Right Turn 5 4 72.0% 3.9 3.4 A
Subtotal 147 146 99.1% 6.5 0.7 A
Left Turn
Through 126 119 94.7% 8.4 0.9 A
Right Turn 50 49 98.4% 8.8 1.9 A
Subtotal 176 169 95.7% 8.5 0.9 A
Total 587 571 97.2% 7.7 0.3 A

13.2 Served Volume (vph)
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Served Volume (vph)
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Average Results from 10 Runs Alternative 2 (Modified Project) Volume and Delay by Movement PM Peak Hour
Intersection 15 Harlan St/Park Ave Side-street Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 15 15 97.3% 14.6 2.9 B
Through
Right Turn 11 11 96.4% 6.1 2.9 A
Subtotal 26 25 96.9% 11.3 1.2 B
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 137 136 99.3% 0.1 0.1 A
Right Turn 11 12 106.4% 0.1 0.2 A
Subtotal 148 148 99.9% 0.1 0.1 A
Left Turn 16 15 95.6% 4.0 3.4 A
Through 220 214 97.1% 1.0 0.3 A
Right Turn
Subtotal 236 229 97.0% 1.2 0.2 A
Total 410 402 98.0% 1.5 0.3 A

14.6 Intersection 16 Haven St/Park Ave Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 18 16 89.4% 16.3 4.3 C
Through
Right Turn 15 16 107.3% 13.3 1.7 B
Subtotal 33 32 97.6% 14.3 1.2 B
Left Turn
Through
Right Turn
Subtotal
Left Turn
Through 133 132 99.2% 0.1 0.1 A
Right Turn 5 5 104.0% 0.0 0.0 A
Subtotal 138 137 99.4% 0.1 0.1 A
Left Turn 6 5 80.0% 2.5 4.2 A
Through 229 223 97.4% 0.2 0.2 A
Right Turn
Subtotal 235 228 96.9% 0.2 0.3 A
Total 406 397 97.8% 1.3 0.1 A

16.3 SB
EB
WB
Served Volume (vph)
NB
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Served Volume (vph)
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Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 2 (Modified Project) Volume and Delay by Movement PM Peak Hour
Intersection 17 Hollis St/Park Ave Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 11 8 72.7% 21.0 12.9 C
Through 267 264 98.9% 15.2 3.6 B
Right Turn 5 5 104.0% 9.1 10.2 A
Subtotal 283 277 98.0% 15.4 3.6 B
Left Turn 49 51 104.7% 18.1 6.8 B
Through 292 291 99.6% 14.2 2.9 B
Right Turn 24 21 86.3% 15.4 5.9 B
Subtotal 365 363 99.4% 14.9 3.1 B
Left Turn 54 53 97.6% 19.1 5.1 B
Through 84 81 96.4% 13.9 2.6 B
Right Turn 16 15 91.3% 11.8 11.0 B
Subtotal 154 148 96.3% 15.8 3.6 B
Left Turn 34 35 104.1% 16.0 9.0 B
Through 86 80 93.3% 12.7 3.1 B
Right Turn 128 123 95.7% 9.9 2.4 A
Subtotal 248 238 96.0% 11.8 2.2 B
Total 1,050 1,026 97.8% 14.5 2.1 B

21.0 Intersection 18 Holden St/Park Ave Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 25 24 94.0% 9.4 0.5 A
Through
Right Turn 24 24 101.7% 10.6 1.0 B
Subtotal 49 48 97.8% 10.0 0.5 A
Left Turn 16 15 90.6% 7.1 1.9 A
Through 3 3 103.3% 2.7 4.5 A
Right Turn 18 19 104.4% 7.2 1.6 A
Subtotal 37 36 98.4% 7.2 1.1 A
Left Turn 7 6 84.3% 0.1 0.2 A
Through 114 109 95.4% 0.8 0.1 A
Right Turn 9 8 85.6% 0.2 0.2 A
Subtotal 130 122 94.2% 0.7 0.1 A
Left Turn 3 1 46.7% 0.0 0.0 A
Through 107 101 94.4% 0.1 0.1 A
Right Turn 11 7 59.1% 0.0 0.0 A
Subtotal 121 109 90.0% 0.1 0.1 A
Total 337 316 93.6% 2.7 0.3 A

10.3 WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 2 (Modified Project) Volume and Delay by Movement PM Peak Hour
Intersection 19 Horton St/Park Ave All-way Stop
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 14 11 80.0% 9.2 5.5 A
Through 134 132 98.5% 15.6 3.3 C
Right Turn 46 41 89.3% 10.6 3.5 B
Subtotal 194 184 95.0% 14.4 3.2 B
Left Turn 14 14 97.9% 8.4 3.4 A
Through 131 129 98.6% 9.1 0.6 A
Right Turn 6 4 70.0% 3.8 3.5 A
Subtotal 151 147 97.4% 9.0 0.7 A
Left Turn 13 12 94.6% 9.1 10.7 A
Through 70 68 97.0% 9.6 2.4 A
Right Turn 51 47 91.4% 7.4 1.5 A
Subtotal 134 127 94.6% 8.8 2.2 A
Left Turn 92 87 94.1% 8.1 3.0 A
Through 53 52 97.2% 7.1 2.0 A
Right Turn 5 5 96.0% 4.7 5.4 A
Subtotal 150 143 95.3% 7.6 2.1 A
Total 629 601 95.6% 10.4 1.7 B

15.6 Intersection 20 Hubbard St/Park Ave Side-street Stop Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn
Through 10 9 91.0% 10.9 4.1 B
Right Turn 48 43 89.2% 12.0 0.8 B
Subtotal 58 52 89.5% 12.0 0.6 B
Left Turn 25 23 92.0% 7.4 0.9 A
Through 5 5 106.0% 5.5 3.0 A
Right Turn
Subtotal 30 28 94.3% 7.3 0.5 A
Left Turn
Through 60 61 102.0% 0.3 0.3 A
Right Turn 12 11 90.8% 0.2 0.5 A
Subtotal 72 72 100.1% 0.3 0.3 A
Left Turn 14 13 90.7% 0.4 0.4 A
Through 40 41 102.8% 0.2 0.2 A
Right Turn 18 13 72.8% 0.4 0.7 A
Subtotal 72 67 92.9% 0.3 0.3 A
Total 232 219 94.5% 4.0 0.2 A

12.0 NB
SB
EB
WB
Served Volume (vph)
NB
SB
EB
WB
Served Volume (vph)
Fehr & Peers 10/2/2024
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Vissim Post-Processor 40th St Transit Hub
Average Results from 10 Runs Alternative 2 (Modified Project) Volume and Delay by Movement PM Peak Hour
Intersection 21 San Pablo Ave/45th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 87 87 99.7% 9.6 2.8 A
Through 888 882 99.3% 6.1 1.0 A
Right Turn
Subtotal 975 969 99.4% 6.4 0.9 A
Left Turn
Through 671 667 99.4% 3.7 0.6 A
Right Turn 29 29 98.6% 4.4 3.8 A
Subtotal 700 696 99.4% 3.7 0.7 A
Left Turn 65 65 99.2% 46.1 8.0 D
Through
Right Turn 111 108 96.8% 24.5 5.7 C
Subtotal 176 172 97.7% 32.6 5.7 C
Left Turn
Through
Right Turn
Subtotal
Total 1,851 1,836 99.2% 8.0 0.9 A

47.2 Intersection 22 Hollis St/45th St Signal
Demand Total Delay (sec/veh)
Direction Movement Volume (vph) Average Percent Average Std. Dev. LOS Left Turn 4 2 60.0% 5.3 8.2 A
Through 422 415 98.3% 11.0 1.8 B
Right Turn 24 22 90.0% 9.8 5.0 A
Subtotal 450 439 97.5% 10.9 1.9 B
Left Turn 53 51 95.3% 20.6 6.2 C
Through 339 338 99.7% 7.0 1.6 A
Right Turn 11 11 100.0% 5.2 3.2 A
Subtotal 403 399 99.1% 8.6 1.4 A
Left Turn 34 34 99.7% 20.4 4.4 C
Through 25 25 100.4% 16.6 10.3 B
Right Turn 5 5 96.0% 7.0 6.0 A
Subtotal 64 64 99.7% 18.4 4.5 B
Left Turn 21 20 95.7% 19.5 8.7 B
Through 31 30 95.5% 16.3 3.9 B
Right Turn 63 62 98.3% 7.4 1.7 A
Subtotal 115 112 97.0% 12.6 2.1 B
Total 1,032 1,014 98.2% 10.7 1.1 B

21.4 Served Volume (vph)
NB
EB
WB
SB
EB
WB
Served Volume (vph)
NB
SB
Fehr & Peers 10/2/2024
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Attachment F:

Multimodal Intersection Traffic Volumes
(Part 2)
FEHR,1 PEERS
Temescal Creek
Union Pacic Railroad
Union Pacic Railroad Union Pacic Railroad Union Pacic Railroad Union Pacic Railroad
Union Pacic Railroad
Bay Area
Francisco Emeryville/San
Hyatt Place
BaySt
Bay St
Christie Ave Christie Ave
Shellmound St
Shellmound Way
Christie Ave
Shellmound St
Bay St
Shellmound St
BaySt
Ohlone Way
Shellmound St
BaySt
40th St
40th St
Shellmound St
Shellmound St
Ikea Entry
Peladeau St
Peladeau St
Powell St Horton St
Hollis St
Stanford Ave
Haru
St
Horton St
Chiron Way
Stanford Ave
Horton St
Hubbard St
Hubbard St
53rd St
Horton St
Sherwin St
Hubbard St
Hubbard St
Hubbard St
Hubbard St
Park Ave
Halleck St
40th St
Hollis St
Horton St
Hubbard St
40th St
Powell St
Powell St Powell St
Powell St
Powell St
Powell St
Powell St
80 80
80 80
80 80
80 80
80 80
80 80
580
580
80 80
&%880
&%580
"!80
287
23 25
30 245
5 7
73 21
9 256
26 27
28016
10 2
15 44
2 16
287
2 309
2 4
0 28
7 30
9 2
4 286
20 302
11 1
2 Christie Av
Shellmound Street
Shellmound Street
Shellmound Street
Shellmound Street
Ohlone Way
Shellmound Street
BCFF
CE
CC
AF
ACCF
ACE
AE
CE
ACC
AF
CC
CC
AF
CE
ACC
AF

1. Shellmound Street/Christie Av 2. Shellmound Street/Ohlone Way 3. Shellmound Street/Bay St

4. Shellmound Street/IKEA Exit 5. Shellmound Street/IKEA Entrance D
Scenario 1, 2 and 3: Weekday AM
Peak Hour Intersection Traffic Volumes
Appendix A-1
1 2
3 4
5 C Lane to be converted to transit-only in Scenarios 2 and 3 # Study Intersection Signalized Intersection XX AM Peak Hour Trac Volumes D
D
...
... .............................. ...
... ......... .... _
.... ... ... ... ________ .... ______ __
Temescal Creek
Union Pacic Railroad
Union Pacic Railroad Union Pacic Railroad Union Pacic Railroad Union Pacic Railroad
Union Pacic Railroad
Bay Area
Francisco Emeryville/San
Hyatt Place
BaySt
Bay St
Christie Ave Christie Ave
Shellmound St
Shellmound Way
Christie Ave
Shellmound St
Bay St
Shellmound St
BaySt
Ohlone Way
Shellmound St
BaySt
40th St
40th St
Shellmound St
Shellmound St
Ikea Entry
Peladeau St
Peladeau St
Powell St Horton St
Hollis St
Stanford Ave
Haru
St
Horton St
Chiron Way
Stanford Ave
Horton St
Hubbard St
Hubbard St
53rd St
Horton St
Sherwin St
Hubbard St
Hubbard St
Hubbard St
Hubbard St
Park Ave
Halleck St
40th St
Hollis St
Horton St
Hubbard St
40th St
Powell St
Powell St Powell St
Powell St
Powell St
Powell St
Powell St
80 80
80 80
80 80
80 80
80 80
80 80
580
580
80 80
&%880
&%580
"!80
51 8
28 87
154
57876
89 26
11 44
9 61
56 5
1897
47 5
62 60
9 46
46 44
45 0
65 3
87 67
43 0
78 56
0 16
0 20
26 Christie Av
Shellmound StreetShellmound Street
Shellmound Street
Shellmound Street
Ohlone Way
Shellmound Street
BCFF
CE
CC
AF

ACCF CE
ACC
AF
CC
CC
AF
CE
ACC
AF

1. Shellmound Street/Christie Av 2. Shellmound Street/Ohlone Way 3. Shellmound Street/Bay St

4. Shellmound Street/IKEA Exit 5. Shellmound Street/IKEA Entrance 80 4
74 17
1 16
ACE
AE
D
Scenario 1, 2 and 3: Weekday Midday
Peak Hour Intersection Traffic Volumes
Appendix A-2
1 2
3 4
5 C Lane to be converted to transit-only in Scenarios 2 and 3 # Study Intersection Signalized Intersection XX Midday Peak Hour Trac Volumes D
D
...
... .............................. ...
... ......... .... _
.... ... ... ... ________ .... ______ __
Temescal Creek
Union Pacic Railroad
Union Pacic Railroad Union Pacic Railroad Union Pacic Railroad Union Pacic Railroad
Union Pacic Railroad
Bay Area
Francisco Emeryville/San
Hyatt Place
BaySt
Bay St
Christie Ave Christie Ave
Shellmound St
Shellmound Way
Christie Ave
Shellmound St
Bay St
Shellmound St
BaySt
Ohlone Way
Shellmound St
BaySt
40th St
40th St
Shellmound St
Shellmound St
Ikea Entry
Peladeau St
Peladeau St
Powell St Horton St
Hollis St
Stanford Ave
Haru
St
Horton St
Chiron Way
Stanford Ave
Horton St
Hubbard St
Hubbard St
53rd St
Horton St
Sherwin St
Hubbard St
Hubbard St
Hubbard St
Hubbard St
Park Ave
Halleck St
40th St
Hollis St
Horton St
Hubbard St
40th St
Powell St
Powell St Powell St
Powell St
Powell St
Powell St
Powell St
80 80
80 80
80 80
80 80
80 80
80 80
580
580
80 80
&%880
&%580
"!80
65 6
48 73
220
58717
5 118
57 17
59 7
14 0
67 0
29 12
0 711121
72 9
38 43
58 75
9 78
7 73
64 741
91 76
4 87
18 17
Christie Av
Shellmound StreetShellmound Street
Shellmound Street
Shellmound Street
Ohlone Way
Shellmound Street
BCFF
CE
CC
AF

ACCF CE
ACC
AF
CC
CC
AF
CE
ACC
AF

1. Shellmound Street/Christie Av 2. Shellmound Street/Ohlone Way 3. Shellmound Street/Bay St

4. Shellmound Street/IKEA Exit 5. Shellmound Street/IKEA Entrance 91 3
82 16
5 15
ACE
AE
D
Scenario 1, 2 and 3: Weekday PM
Peak Hour Intersection Traffic Volumes
Appendix A-3
1 2
3 4
5 C Lane to be converted to transit-only in Scenarios 2 and 3 # Study Intersection Signalized Intersection XX PM Peak Hour Trac Volumes D
D
...
... .............................. ...
... ......... .... _
.... ... ... ... ________ .... ______ __
Temescal Creek
Union Pacic Railroad
Union Pacic Railroad Union Pacic Railroad Union Pacic Railroad Union Pacic Railroad
Union Pacic Railroad
Bay Area
Francisco Emeryville/San
Hyatt Place
BaySt
Bay St
Christie Ave Christie Ave
Shellmound St
Shellmound Way
Christie Ave
Shellmound St
Bay St
Shellmound St
BaySt
Ohlone Way
Shellmound St
BaySt
40th St
40th St
Shellmound St
Shellmound St
Ikea Entry
Peladeau St
Peladeau St
Powell St Horton St
Hollis St
Stanford Ave
Haru
St
Horton St
Chiron Way
Stanford Ave
Horton St
Hubbard St
Hubbard St
53rd St
Horton St
Sherwin St
Hubbard St
Hubbard St
Hubbard St
Hubbard St
Park Ave
Halleck St
40th St
Hollis St
Horton St
Hubbard St
40th St
Powell St
Powell St Powell St
Powell St
Powell St
Powell St
Powell St
80 80
80 80
80 80
80 80
80 80
80 80
580
580
80 80
&%880
&%580
"!80
78 9
10 0
107
229
84217
6 129
71 12
73 8
12 6
86 5
3518
9 76
9 17
7 88
3 92
107
99 75
4 98
2 192
155
69 0
25 9
81 8
31 9
64 34
Christie Av
Shellmound Street
Shellmound Street
Shellmound Street
Shellmound Street
Ohlone Way
Shellmound Street
BCFF
CE
CC
AF

ACCF CE
ACC
AF
CC
CC
AF
CE
ACC
AF

1. Shellmound Street/Christie Av 2. Shellmound Street/Ohlone Way 3. Shellmound Street/Bay St

4. Shellmound Street/IKEA Exit 5. Shellmound Street/IKEA Entrance 119
3 99
32 3
11 ACE
AE
D
Scenario 1, 2 and 3: Weekend Midday
Peak Hour Intersection Traffic Volumes
Appendix A-4
1 2
3 4
5 C Lane to be converted to transit-only in Scenarios 2 and 3 # Study Intersection Signalized Intersection XX Midday Peak Hour Trac Volumes D
D
...
... .............................. ...
... ......... .... _
.... ... ... ... ________ .... ______ __
Temescal Creek
Union Pacic Railroad
Union Pacic Railroad Union Pacic Railroad Union Pacic Railroad Union Pacic Railroad
Union Pacic Railroad
Bay Area
Francisco Emeryville/San
Hyatt Place
BaySt
Bay St
Christie Ave Christie Ave
Shellmound St
Shellmound Way
Christie Ave
Shellmound St
Bay St
Shellmound St
BaySt
Ohlone Way
Shellmound St
BaySt
40th St
40th St
Shellmound St
Shellmound St
Ikea Entry
Peladeau St
Peladeau St
Powell St Horton St
Hollis St
Stanford Ave
Haru
St
Horton St
Chiron Way
Stanford Ave
Horton St
Hubbard St
Hubbard St
53rd St
Horton St
Sherwin St
Hubbard St
Hubbard St
Hubbard St
Hubbard St
Park Ave
Halleck St
40th St
Hollis St
Horton St
Hubbard St
40th St
Powell St
Powell St Powell St
Powell St
Powell St
Powell St
Powell St
80 80
80 80
80 80
80 80
80 80
80 80
580
580
80 80
&%880
&%580
"!80
86 0
95 118
265
81221
9 193
91 32
73 6
10 8
86 5
4121
6 73
5 12
9 92
7 84
141
123
65 5
105
0 209
175
61 2
19 0
99 5
23 0
43 49
Christie Av
Shellmound Street
Shellmound Street
Shellmound Street
Shellmound Street
Ohlone Way
Shellmound Street
BCFF
CE
CC
AF

ACCF CE
ACC
AF
CC
CC
AF
CE
ACC
AF

1. Shellmound Street/Christie Av 2. Shellmound Street/Ohlone Way 3. Shellmound Street/Bay St

4. Shellmound Street/IKEA Exit 5. Shellmound Street/IKEA Entrance 185
3 100
34 3
46 ACE
AE
D
Scenario 1, 2 and 3: Weekend PM
Peak Hour Intersection Traffic Volumes
Appendix A-5
1 2
3 4
5 C Lane to be converted to transit-only in Scenarios 2 and 3 # Study Intersection Signalized Intersection XX PM Peak Hour Trac Volumes D
D
...
... .............................. ...
... ......... .... _
.... ... ... ... ________ .... ______ __

Attachment G:

Intersection LOS and Delay Calculation
Worksheets (Part 2)
FEHR,1 PEERS
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
Scenario 1: A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 25 30 245 21 0 73 0 287 23 0 57 0
Future Volume (vph) 25 30 245 21 0 73 0 287 23 0 57 0
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 11 12 9 12 12 11 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.6
Lane Util. Factor 0.95 *0.75 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 0.99 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 3278 2175 1565 1450 2981 3241
Flt Permitted 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 3278 2175 1565 1450 2981 3241
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 25 30 245 21 0 73 0 287 23 0 57 0
RTOR Reduction (vph) 0 0 170 0 0 68 0 3 0 0 0 0
Lane Group Flow (vph) 0 55 75 21 0 5 0 307 0 0 57 0
Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3
Actuated Green, G (s) 9.2 37.8 8.0 8.0 69.9 42.0
Effective Green, g (s) 8.2 36.8 7.5 7.5 69.4 41.5
Actuated g/C Ratio 0.07 0.31 0.06 0.06 0.58 0.35
Clearance Time (s) 3.6 4.1 4.1 4.2 4.1
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 223 667 97 90 1724 1120
v/s Ratio Prot c0.02 0.03 c0.01 c0.10 0.02
v/s Ratio Perm 0.00
v/c Ratio 0.25 0.11 0.22 0.05 0.18 0.05
Uniform Delay, d1 53.0 29.9 53.5 52.9 11.9 26.1
Progression Factor 1.07 1.77 1.00 1.00 1.00 0.74
Incremental Delay, d2 0.4 0.1 0.8 0.2 0.2 0.1
Delay (s) 56.9 52.9 54.3 53.1 12.1 19.5
Level of Service E D D D B B
Approach Delay (s) 53.6 53.3 12.1 19.5
Approach LOS D D B B
Intersection Summary
HCM 2000 Control Delay 34.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.8 Intersection Capacity Utilization 36.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 Scenario 1: A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 15 2 10 9 256 26 16 280 27 44 2 16 Future Volume (vph) 15 2 10 9 256 26 16 280 27 44 2 16
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 10 12 9 12 11 9 9 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 4.2 4.2 4.0 4.2 4.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.98 Flpb, ped/bikes 0.93 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.99 0.97
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.96
Satd. Flow (prot) 1407 1400 1509 3353 1410 1509 2966 1611 Flt Permitted 0.82 1.00 0.95 1.00 1.00 0.95 1.00 0.96
Satd. Flow (perm) 1209 1400 1509 3353 1410 1509 2966 1611 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 15 2 10 9 256 26 16 280 27 44 2 16
RTOR Reduction (vph) 0 11 0 0 0 9 0 5 0 0 57 0
Lane Group Flow (vph) 15 1 0 9 256 17 16 302 0 0 5 0
Confl. Peds. (#/hr) 15 1 5 12 1 15
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Prot Prot
Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2
Actuated Green, G (s) 4.9 4.9 1.6 50.4 50.4 2.0 50.8 6.4 Effective Green, g (s) 4.9 4.9 1.1 50.9 50.9 1.5 51.3 5.9 Actuated g/C Ratio 0.06 0.06 0.01 0.64 0.64 0.02 0.64 0.07 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.0
Lane Grp Cap (vph) 74 85 20 2133 897 28 1901 118
v/s Ratio Prot 0.00 0.01 0.08 c0.01 c0.10 c0.00
v/s Ratio Perm c0.01 0.01
v/c Ratio 0.20 0.01 0.45 0.12 0.02 0.57 0.16 0.04
Uniform Delay, d1 35.7 35.3 39.1 5.7 5.4 38.9 5.7 34.4
Progression Factor 1.00 1.00 0.99 0.73 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.0 5.7 0.1 0.0 16.3 0.2 0.0
Delay (s) 36.2 35.3 44.4 4.3 5.4 55.2 5.9 34.5
Level of Service D D D A A E A C
Approach Delay (s) 35.8 5.6 8.4 34.5
Approach LOS D A A C
Intersection Summary
HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 16.8 Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
--~ tt ~ ~ tt
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
Scenario 1: A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 4 287 2 2 309
Future Volume (vph) 0 4 287 2 2 309
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 11 11 11 12 9 11
Total Lost time (s) 4.0 4.2 4.0 4.2
Lane Util. Factor 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 0.85 1.00 1.00 1.00
Flt Protected 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1450 3237 1509 3189
Flt Permitted 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1450 3237 1509 3189
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 0 4 287 2 2 309
RTOR Reduction (vph) 0 4 0 0 0 0
Lane Group Flow (vph) 0 0 289 0 2 309
Confl. Peds. (#/hr) 14 10
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8
Actuated Green, G (s) 5.2 61.5 1.6 66.6
Effective Green, g (s) 4.7 62.0 1.1 67.1
Actuated g/C Ratio 0.06 0.78 0.01 0.84
Clearance Time (s) 3.5 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.5 2.0 2.5
Lane Grp Cap (vph) 85 2508 20 2674
v/s Ratio Prot 0.09 0.00 c0.10
v/s Ratio Perm c0.00
v/c Ratio 0.00 0.12 0.10 0.12
Uniform Delay, d1 35.4 2.2 39.0 1.2
Progression Factor 1.00 0.81 0.78 2.72
Incremental Delay, d2 0.0 0.1 0.8 0.1
Delay (s) 35.4 1.9 31.1 3.2
Level of Service D A C A
Approach Delay (s) 35.4 1.9 3.4
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 2.9 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.11
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 34.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "itt
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
Scenario 1: A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 4 2 287 0 0 309
Future Volume (vph) 4 2 287 0 0 309
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 11 12 12 10
Total Lost time (s) 5.1 5.1 4.2 4.2
Lane Util. Factor 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1732 1550 3241 3129
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1732 1550 3241 3129
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 4 2 287 0 0 309
RTOR Reduction (vph) 0 2 0 0 0 0
Lane Group Flow (vph) 4 0 287 0 0 309
Confl. Peds. (#/hr) 5
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 1.8 1.8 28.9 28.9
Effective Green, g (s) 1.3 1.3 29.4 29.4
Actuated g/C Ratio 0.03 0.03 0.73 0.73
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 56 50 2382 2299
v/s Ratio Prot c0.00 0.09 c0.10
v/s Ratio Perm 0.00
v/c Ratio 0.07 0.00 0.12 0.13
Uniform Delay, d1 18.8 18.7 1.5 1.6
Progression Factor 1.00 1.00 0.52 2.53
Incremental Delay, d2 0.4 0.0 0.1 0.1
Delay (s) 19.2 18.7 0.9 4.1
Level of Service B B A A
Approach Delay (s) 19.0 0.9 4.1
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 2.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.13
Actuated Cycle Length (s) 40.0 Sum of lost time (s) 9.3 Intersection Capacity Utilization 26.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, tt tt
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
Scenario 1: A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 2 1 286 20 11 302
Future Volume (vph) 2 1 286 20 11 302
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 9 10
Total Lost time (s) 4.1 4.1 4.2 3.5 4.2
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.99 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1732 1550 3094 1509 3129
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1732 1550 3094 1509 3129
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 2 1 286 20 11 302
RTOR Reduction (vph) 0 1 2 0 0 0
Lane Group Flow (vph) 2 0 304 0 11 302
Confl. Peds. (#/hr) 4
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 8 1 2 1 6
Permitted Phases
Actuated Green, G (s) 1.8 7.2 65.1 1.8 69.9
Effective Green, g (s) 1.3 6.7 65.6 1.3 70.4
Actuated g/C Ratio 0.02 0.08 0.82 0.02 0.88
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 28 129 2537 24 2753
v/s Ratio Prot c0.00 0.00 c0.10 c0.01 0.10
v/s Ratio Perm
v/c Ratio 0.07 0.00 0.12 0.46 0.11
Uniform Delay, d1 38.8 33.6 1.4 39.0 0.6
Progression Factor 1.00 1.00 1.00 0.97 0.04
Incremental Delay, d2 1.3 0.0 0.1 5.0 0.1
Delay (s) 40.1 33.6 1.5 42.8 0.1
Level of Service D C A D A
Approach Delay (s) 37.9 1.5 1.6
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 1.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.13
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "itt
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
Scenario 1: Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 87 154 578 26 0 89 0 518 28 0 76 0 Future Volume (vph) 87 154 578 26 0 89 0 518 28 0 76 0
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 11 12 9 12 12 11 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.6
Lane Util. Factor 0.95 *0.75 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 0.99 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 3293 2175 1565 1450 2992 3241
Flt Permitted 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 3293 2175 1565 1450 2992 3241
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 87 154 578 26 0 89 0 518 28 0 76 0
RTOR Reduction (vph) 0 0 380 0 0 82 0 2 0 0 0 0
Lane Group Flow (vph) 0 241 198 26 0 7 0 544 0 0 76 0
Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3
Actuated Green, G (s) 13.6 42.2 10.0 10.0 63.5 35.6
Effective Green, g (s) 12.6 41.2 9.5 9.5 63.0 35.1
Actuated g/C Ratio 0.10 0.34 0.08 0.08 0.52 0.29
Clearance Time (s) 3.6 4.1 4.1 4.2 4.1
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 345 746 123 114 1570 947
v/s Ratio Prot c0.07 0.09 c0.02 c0.18 0.02
v/s Ratio Perm 0.00
v/c Ratio 0.70 0.27 0.21 0.06 0.35 0.08
Uniform Delay, d1 51.9 28.5 51.7 51.1 16.5 30.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 0.66
Incremental Delay, d2 5.6 0.1 0.6 0.2 0.6 0.2
Delay (s) 57.5 28.6 52.4 51.3 17.2 20.3
Level of Service E C D D B C
Approach Delay (s) 37.1 51.5 17.2 20.3
Approach LOS D D B C
Intersection Summary
HCM 2000 Control Delay 30.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.8 Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 Scenario 1: Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 74 4 80 11 449 61 97 565 18 17 1 16 Future Volume (vph) 74 4 80 11 449 61 97 565 18 17 1 16 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 10 12 9 12 11 9 9 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 4.2 4.2 4.0 4.2 4.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 1.00 0.85 Flpb, ped/bikes 0.86 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.94
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.97
Satd. Flow (prot) 1304 1400 1509 3353 1364 1509 2994 1362 Flt Permitted 0.73 1.00 0.95 1.00 1.00 0.95 1.00 0.97
Satd. Flow (perm) 1009 1400 1509 3353 1364 1509 2994 1362 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 74 4 80 11 449 61 97 565 18 17 1 16
RTOR Reduction (vph) 0 71 0 0 0 31 0 2 0 0 32 0
Lane Group Flow (vph) 74 13 0 11 449 30 97 581 0 0 2 0
Confl. Peds. (#/hr) 71 3 25 50 3 71
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Prot Prot
Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2
Actuated Green, G (s) 12.0 12.0 1.6 38.5 38.5 8.4 45.3 4.8 Effective Green, g (s) 12.0 12.0 1.1 39.0 39.0 7.9 45.8 4.3 Actuated g/C Ratio 0.15 0.15 0.01 0.49 0.49 0.10 0.57 0.05 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.0
Lane Grp Cap (vph) 151 210 20 1634 664 149 1714 73
v/s Ratio Prot 0.01 0.01 0.13 c0.06 c0.19 c0.00
v/s Ratio Perm c0.07 0.02
v/c Ratio 0.49 0.06 0.55 0.27 0.04 0.65 0.34 0.03
Uniform Delay, d1 31.2 29.2 39.2 12.1 10.7 34.7 9.1 35.9 Progression Factor 1.00 1.00 1.45 0.27 0.26 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.0 16.9 0.4 0.1 7.5 0.5 0.1
Delay (s) 32.1 29.2 74.0 3.7 2.9 42.2 9.6 35.9
Level of Service C C E A A D A D
Approach Delay (s) 30.6 5.1 14.3 35.9
Approach LOS C A B D
Intersection Summary
HCM 2000 Control Delay 13.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 16.8 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
--~ tt ~ ~ tt
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
Scenario 1: Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 44 46 475 62 46 609
Future Volume (vph) 44 46 475 62 46 609
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 11 11 11 12 9 11
Total Lost time (s) 4.0 4.0 4.2 4.0 4.2
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.98 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1621 1450 3163 1509 3189
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1621 1450 3163 1509 3189
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 44 46 475 62 46 609
RTOR Reduction (vph) 0 38 7 0 0 0
Lane Group Flow (vph) 44 8 530 0 46 609
Confl. Peds. (#/hr) 20 17
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2
Actuated Green, G (s) 14.4 14.4 48.7 5.2 57.4
Effective Green, g (s) 13.9 13.9 49.2 4.7 57.9
Actuated g/C Ratio 0.17 0.17 0.62 0.06 0.72
Clearance Time (s) 3.5 3.5 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.0 2.5 2.0 2.5
Lane Grp Cap (vph) 281 251 1945 88 2308
v/s Ratio Prot c0.03 0.17 c0.03 c0.19
v/s Ratio Perm 0.01
v/c Ratio 0.16 0.03 0.27 0.52 0.26
Uniform Delay, d1 28.1 27.5 7.1 36.6 3.8
Progression Factor 1.00 1.00 0.76 1.32 0.45
Incremental Delay, d2 0.1 0.0 0.3 2.5 0.3
Delay (s) 28.2 27.5 5.8 50.7 2.0
Level of Service C C A D A
Approach Delay (s) 27.8 5.8 5.4
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 7.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.27
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 44.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "itt
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
Scenario 1: Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 67 87 450 0 0 653
Future Volume (vph) 67 87 450 0 0 653
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 11 12 12 10
Total Lost time (s) 5.1 5.1 4.2 4.2
Lane Util. Factor 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1732 1550 3241 3129
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1732 1550 3241 3129
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 67 87 450 0 0 653
RTOR Reduction (vph) 0 76 0 0 0 0
Lane Group Flow (vph) 67 11 450 0 0 653
Confl. Peds. (#/hr) 11
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 5.4 5.4 25.3 25.3
Effective Green, g (s) 4.9 4.9 25.8 25.8
Actuated g/C Ratio 0.12 0.12 0.65 0.65
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 212 189 2090 2018
v/s Ratio Prot c0.04 0.14 c0.21
v/s Ratio Perm 0.01
v/c Ratio 0.32 0.06 0.22 0.32
Uniform Delay, d1 16.0 15.5 2.9 3.2
Progression Factor 1.00 1.00 0.98 1.00
Incremental Delay, d2 0.6 0.1 0.2 0.4
Delay (s) 16.6 15.6 3.1 3.6
Level of Service B B A A
Approach Delay (s) 16.1 3.1 3.6
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 4.9 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.32
Actuated Cycle Length (s) 40.0 Sum of lost time (s) 9.3 Intersection Capacity Utilization 34.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, tt tt
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
Scenario 1: Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 26 20 430 78 160 560
Future Volume (vph) 26 20 430 78 160 560
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 9 10
Total Lost time (s) 4.1 4.1 4.2 3.5 4.2
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.98 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1732 1550 3042 1509 3129
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1732 1550 3042 1509 3129
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 26 20 430 78 160 560
RTOR Reduction (vph) 0 14 12 0 0 0
Lane Group Flow (vph) 26 6 496 0 160 560
Confl. Peds. (#/hr) 2 14
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 8 1 2 1 6
Permitted Phases
Actuated Green, G (s) 8.6 24.5 47.8 12.3 63.1
Effective Green, g (s) 8.1 24.0 48.3 11.8 63.6
Actuated g/C Ratio 0.10 0.30 0.60 0.15 0.80
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 175 465 1836 222 2487
v/s Ratio Prot c0.02 0.00 c0.16 c0.11 0.18
v/s Ratio Perm
v/c Ratio 0.15 0.01 0.27 0.72 0.23
Uniform Delay, d1 32.8 19.7 7.5 32.5 2.0
Progression Factor 1.00 1.00 1.00 1.17 0.80
Incremental Delay, d2 0.5 0.0 0.4 9.1 0.2
Delay (s) 33.3 19.7 7.9 47.1 1.9
Level of Service C B A D A
Approach Delay (s) 27.4 7.9 11.9
Approach LOS C A B
Intersection Summary
HCM 2000 Control Delay 10.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 48.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "itt
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
Scenario 1: P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 73 220 587 57 0 118 0 656 48 0 175 0 Future Volume (vph) 73 220 587 57 0 118 0 656 48 0 175 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 11 12 9 12 12 11 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.6
Lane Util. Factor 0.95 *0.75 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 0.99 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 3312 2175 1565 1450 2984 3241
Flt Permitted 0.99 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 3312 2175 1565 1450 2984 3241
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 73 220 587 57 0 118 0 656 48 0 175 0
RTOR Reduction (vph) 0 0 377 0 0 108 0 3 0 0 0 0
Lane Group Flow (vph) 0 293 210 57 0 10 0 701 0 0 175 0 Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3
Actuated Green, G (s) 15.3 43.9 10.8 10.8 61.0 33.1
Effective Green, g (s) 14.3 42.9 10.3 10.3 60.5 32.6
Actuated g/C Ratio 0.12 0.36 0.09 0.09 0.50 0.27
Clearance Time (s) 3.6 4.1 4.1 4.2 4.1
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 394 777 134 124 1504 880
v/s Ratio Prot c0.09 0.10 c0.04 c0.23 0.05
v/s Ratio Perm 0.01
v/c Ratio 0.74 0.27 0.43 0.08 0.47 0.20
Uniform Delay, d1 51.1 27.4 52.0 50.5 19.3 33.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 0.48
Incremental Delay, d2 7.0 0.1 1.6 0.2 1.0 0.5
Delay (s) 58.1 27.6 53.6 50.7 20.3 16.5
Level of Service E C D D C B
Approach Delay (s) 37.7 51.7 20.3 16.5
Approach LOS D D C B
Intersection Summary
HCM 2000 Control Delay 30.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.44
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.8 Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 Scenario 1: P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 82 3 91 17 597 140 120 670 29 16 5 15 Future Volume (vph) 82 3 91 17 597 140 120 670 29 16 5 15 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 10 12 9 12 11 9 9 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 4.2 4.2 4.0 4.2 4.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 1.00 0.86 Flpb, ped/bikes 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.99 0.94
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.97
Satd. Flow (prot) 1307 1400 1509 3353 1368 1509 2985 1398 Flt Permitted 0.73 1.00 0.95 1.00 1.00 0.95 1.00 0.97
Satd. Flow (perm) 1009 1400 1509 3353 1368 1509 2985 1398 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 82 3 91 17 597 140 120 670 29 16 5 15
RTOR Reduction (vph) 0 80 0 0 0 73 0 3 0 0 34 0
Lane Group Flow (vph) 82 14 0 17 597 67 120 696 0 0 2 0 Confl. Peds. (#/hr) 70 11 23 52 11 70
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Prot Prot
Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2
Actuated Green, G (s) 12.1 12.1 1.6 38.3 38.3 9.5 46.2 4.8 Effective Green, g (s) 12.1 12.1 1.1 38.8 38.8 9.0 46.7 4.3 Actuated g/C Ratio 0.15 0.15 0.01 0.48 0.48 0.11 0.58 0.05 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.0
Lane Grp Cap (vph) 150 209 20 1606 655 167 1720 74
v/s Ratio Prot 0.01 0.01 0.18 c0.08 c0.23 c0.00
v/s Ratio Perm c0.08 0.05
v/c Ratio 0.55 0.07 0.85 0.37 0.10 0.72 0.40 0.03
Uniform Delay, d1 31.9 29.6 39.9 13.4 11.6 34.8 9.5 36.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.0 126.4 0.7 0.3 11.6 0.7 0.1 Delay (s) 34.1 29.7 166.3 14.0 11.9 46.4 10.2 36.4
Level of Service C C F B B D B D
Approach Delay (s) 31.7 17.1 15.5 36.4
Approach LOS C B B D
Intersection Summary
HCM 2000 Control Delay 18.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 81.0 Sum of lost time (s) 16.8 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
--~ tt ~ ~ tt
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
Scenario 1: P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 58 43 711 121 38 729
Future Volume (vph) 58 43 711 121 38 729
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 11 11 11 12 9 11
Total Lost time (s) 4.0 4.0 4.2 4.0 4.2
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.98 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1621 1450 3142 1509 3189
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1621 1450 3142 1509 3189
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 58 43 711 121 38 729
RTOR Reduction (vph) 0 36 10 0 0 0
Lane Group Flow (vph) 58 7 822 0 38 729
Confl. Peds. (#/hr) 24 18
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2
Actuated Green, G (s) 14.4 14.4 48.9 5.0 57.4
Effective Green, g (s) 13.9 13.9 49.4 4.5 57.9
Actuated g/C Ratio 0.17 0.17 0.62 0.06 0.72
Clearance Time (s) 3.5 3.5 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.0 2.5 2.0 2.5
Lane Grp Cap (vph) 281 251 1940 84 2308
v/s Ratio Prot c0.04 c0.26 c0.03 0.23
v/s Ratio Perm 0.01
v/c Ratio 0.21 0.03 0.42 0.45 0.32
Uniform Delay, d1 28.3 27.4 7.9 36.6 4.0
Progression Factor 1.00 1.00 1.41 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.7 1.4 0.4
Delay (s) 28.5 27.5 11.9 38.0 4.3
Level of Service C C B D A
Approach Delay (s) 28.0 11.9 6.0
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 10.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 48.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "itt
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
Scenario 1: P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 64 73 759 0 0 787
Future Volume (vph) 64 73 759 0 0 787
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 11 12 12 10
Total Lost time (s) 5.1 5.1 4.2 4.2
Lane Util. Factor 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1732 1550 3241 3129
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1732 1550 3241 3129
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 64 73 759 0 0 787
RTOR Reduction (vph) 0 64 0 0 0 0
Lane Group Flow (vph) 64 9 759 0 0 787
Confl. Peds. (#/hr) 15
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 5.4 5.4 25.3 25.3
Effective Green, g (s) 4.9 4.9 25.8 25.8
Actuated g/C Ratio 0.12 0.12 0.65 0.65
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 212 189 2090 2018
v/s Ratio Prot c0.04 0.23 c0.25
v/s Ratio Perm 0.01
v/c Ratio 0.30 0.05 0.36 0.39
Uniform Delay, d1 16.0 15.5 3.3 3.4
Progression Factor 1.00 1.00 1.00 1.20
Incremental Delay, d2 0.6 0.1 0.5 0.6
Delay (s) 16.6 15.6 3.8 4.6
Level of Service B B A A
Approach Delay (s) 16.0 3.8 4.6
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 5.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 40.0 Sum of lost time (s) 9.3 Intersection Capacity Utilization 38.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, tt tt
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
Scenario 1: P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 18 741 91 87 764
Future Volume (vph) 17 18 741 91 87 764
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 9 10
Total Lost time (s) 4.1 4.1 4.2 3.5 4.2
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.98 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1732 1550 3066 1509 3129
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1732 1550 3066 1509 3129
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 17 18 741 91 87 764
RTOR Reduction (vph) 0 14 7 0 0 0
Lane Group Flow (vph) 17 4 825 0 87 764
Confl. Peds. (#/hr) 2 19
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 8 1 2 1 6
Permitted Phases
Actuated Green, G (s) 8.6 20.6 52.3 8.4 63.7
Effective Green, g (s) 8.1 20.1 52.8 7.9 64.2
Actuated g/C Ratio 0.10 0.25 0.66 0.10 0.80
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 174 386 2008 147 2492
v/s Ratio Prot c0.01 0.00 c0.27 c0.06 0.24
v/s Ratio Perm
v/c Ratio 0.10 0.01 0.41 0.59 0.31
Uniform Delay, d1 32.9 22.8 6.6 34.8 2.2
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 0.0 0.6 4.2 0.3
Delay (s) 33.2 22.8 7.2 39.0 2.5
Level of Service C C A D A
Approach Delay (s) 27.9 7.2 6.3
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 7.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 80.6 Sum of lost time (s) 11.8 Intersection Capacity Utilization 50.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "itt
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
Scenario 1: Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 107 229 842 71 0 129 0 789 100 0 176 0 Future Volume (vph) 107 229 842 71 0 129 0 789 100 0 176 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 11 12 9 12 12 11 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.6
Lane Util. Factor 0.95 *0.75 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 0.98 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 3333 2197 1580 1464 2992 3273
Flt Permitted 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 3333 2197 1580 1464 2992 3273
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 107 229 842 71 0 129 0 789 100 0 176 0
RTOR Reduction (vph) 0 0 534 0 0 117 0 7 0 0 0 0
Lane Group Flow (vph) 0 336 308 71 0 12 0 882 0 0 176 0 Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3
Actuated Green, G (s) 16.3 44.9 11.4 11.4 59.4 31.5
Effective Green, g (s) 15.3 43.9 10.9 10.9 58.9 31.0
Actuated g/C Ratio 0.13 0.37 0.09 0.09 0.49 0.26
Clearance Time (s) 3.6 4.1 4.1 4.2 4.1
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 424 803 143 132 1468 845
v/s Ratio Prot c0.10 0.14 c0.04 c0.29 0.05
v/s Ratio Perm 0.01
v/c Ratio 0.79 0.38 0.50 0.09 0.60 0.21
Uniform Delay, d1 50.8 28.1 51.9 50.0 22.1 34.9
Progression Factor 1.14 3.05 1.00 1.00 0.24 0.44
Incremental Delay, d2 8.5 0.2 2.0 0.2 1.6 0.6
Delay (s) 66.5 85.9 53.9 50.2 6.9 16.1
Level of Service E F D D A B
Approach Delay (s) 80.4 51.5 6.9 16.1
Approach LOS F D A B
Intersection Summary
HCM 2000 Control Delay 46.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.8 Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 Scenario 1: Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 99 3 119 12 738 126 189 865 35 32 3 11 Future Volume (vph) 99 3 119 12 738 126 189 865 35 32 3 11 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 10 12 9 12 11 9 9 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 4.2 4.2 4.0 4.2 4.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.93 1.00 0.99 0.90 Flpb, ped/bikes 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.99 0.97
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.96
Satd. Flow (prot) 1145 1414 1524 3386 1359 1524 2993 1491 Flt Permitted 0.73 1.00 0.95 1.00 1.00 0.95 1.00 0.96
Satd. Flow (perm) 876 1414 1524 3386 1359 1524 2993 1491 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 99 3 119 12 738 126 189 865 35 32 3 11
RTOR Reduction (vph) 0 101 0 0 0 59 0 2 0 0 44 0
Lane Group Flow (vph) 99 21 0 12 738 67 189 898 0 0 2 0 Confl. Peds. (#/hr) 151 22 121 151
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Prot Prot
Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2
Actuated Green, G (s) 20.5 20.5 3.2 47.2 47.2 29.6 73.6 6.4 Effective Green, g (s) 20.5 20.5 2.7 47.7 47.7 29.1 74.1 5.9 Actuated g/C Ratio 0.17 0.17 0.02 0.40 0.40 0.24 0.62 0.05 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.0
Lane Grp Cap (vph) 149 241 34 1345 540 369 1848 73
v/s Ratio Prot 0.01 0.01 c0.22 0.12 c0.30 c0.00
v/s Ratio Perm c0.11 0.05
v/c Ratio 0.66 0.09 0.35 0.55 0.12 0.51 0.49 0.03
Uniform Delay, d1 46.5 41.9 57.8 27.9 22.9 39.3 12.5 54.3 Progression Factor 1.00 1.00 0.78 0.67 0.53 0.80 0.60 1.00 Incremental Delay, d2 8.3 0.1 2.1 1.5 0.4 0.4 0.8 0.1
Delay (s) 54.9 41.9 47.4 20.2 12.6 31.8 8.2 54.4
Level of Service D D D C B C A D
Approach Delay (s) 47.7 19.5 12.3 54.4
Approach LOS D B B D
Intersection Summary
HCM 2000 Control Delay 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.8 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
--~ tt ~ ~ tt
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
Scenario 1: Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 99 107 769 177 92 883
Future Volume (vph) 99 107 769 177 92 883
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 11 11 11 12 9 11
Total Lost time (s) 4.0 4.0 4.2 4.0 4.2
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.97 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1637 1464 3124 1524 3221
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1637 1464 3124 1524 3221
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 99 107 769 177 92 883
RTOR Reduction (vph) 0 90 11 0 0 0
Lane Group Flow (vph) 99 17 935 0 92 883
Confl. Peds. (#/hr) 41 26
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2
Actuated Green, G (s) 19.6 19.6 76.8 11.9 92.2
Effective Green, g (s) 19.1 19.1 77.3 11.4 92.7
Actuated g/C Ratio 0.16 0.16 0.64 0.10 0.77
Clearance Time (s) 3.5 3.5 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.0 2.5 2.0 2.5
Lane Grp Cap (vph) 260 233 2012 144 2488
v/s Ratio Prot c0.06 c0.30 c0.06 0.27
v/s Ratio Perm 0.01
v/c Ratio 0.38 0.07 0.46 0.64 0.35
Uniform Delay, d1 45.2 42.9 10.8 52.3 4.3
Progression Factor 1.00 1.00 0.56 0.75 1.67
Incremental Delay, d2 0.3 0.0 0.7 5.9 0.4
Delay (s) 45.5 43.0 6.8 45.0 7.5
Level of Service D D A D A
Approach Delay (s) 44.2 6.8 11.1
Approach LOS D A B
Intersection Summary
HCM 2000 Control Delay 12.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "itt
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
Scenario 1: Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 155 192 754 0 0 982
Future Volume (vph) 155 192 754 0 0 982
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 11 12 12 10
Total Lost time (s) 5.1 5.1 4.2 4.2
Lane Util. Factor 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1750 1565 3273 3160
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1750 1565 3273 3160
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 155 192 754 0 0 982
RTOR Reduction (vph) 0 108 0 0 0 0
Lane Group Flow (vph) 155 84 754 0 0 982
Confl. Peds. (#/hr) 35
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 10.9 10.9 39.8 39.8
Effective Green, g (s) 10.4 10.4 40.3 40.3
Actuated g/C Ratio 0.17 0.17 0.67 0.67
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 303 271 2198 2122
v/s Ratio Prot c0.09 0.23 c0.31
v/s Ratio Perm 0.05
v/c Ratio 0.51 0.31 0.34 0.46
Uniform Delay, d1 22.5 21.7 4.2 4.7
Progression Factor 1.00 1.00 1.60 0.76
Incremental Delay, d2 1.1 0.5 0.4 0.7
Delay (s) 23.6 22.1 7.1 4.3
Level of Service C C A A
Approach Delay (s) 22.8 7.1 4.3
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 8.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.3 Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, tt tt
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
Scenario 1: Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 34 64 690 259 319 818
Future Volume (vph) 34 64 690 259 319 818
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 9 10
Total Lost time (s) 4.1 4.1 4.2 3.5 4.2
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.96 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1750 1565 2963 1524 3160
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1750 1565 2963 1524 3160
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 34 64 690 259 319 818
RTOR Reduction (vph) 0 27 20 0 0 0
Lane Group Flow (vph) 34 37 929 0 319 818
Confl. Peds. (#/hr) 6 47
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 8 1 2 1 6
Permitted Phases
Actuated Green, G (s) 10.5 44.0 68.3 29.9 101.2
Effective Green, g (s) 10.0 43.5 68.8 29.4 101.7
Actuated g/C Ratio 0.08 0.36 0.57 0.24 0.85
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 145 567 1698 373 2678
v/s Ratio Prot c0.02 0.02 c0.31 c0.21 0.26
v/s Ratio Perm
v/c Ratio 0.23 0.07 0.55 0.86 0.31
Uniform Delay, d1 51.4 25.0 15.9 43.3 1.9
Progression Factor 1.00 1.00 1.00 1.03 0.66
Incremental Delay, d2 1.0 0.1 1.3 15.4 0.3
Delay (s) 52.4 25.0 17.2 60.0 1.5
Level of Service D C B E A
Approach Delay (s) 34.5 17.2 17.9
Approach LOS C B B
Intersection Summary
HCM 2000 Control Delay 18.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "itt
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
Scenario 1: Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 118 265 812 91 0 193 0 860 95 0 219 0 Future Volume (vph) 118 265 812 91 0 193 0 860 95 0 219 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 11 12 9 12 12 11 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.6
Lane Util. Factor 0.95 *0.75 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 0.99 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 3335 2197 1580 1464 2998 3273
Flt Permitted 0.98 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 3335 2197 1580 1464 2998 3273
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 118 265 812 91 0 193 0 860 95 0 219 0
RTOR Reduction (vph) 0 0 507 0 0 174 0 6 0 0 0 0
Lane Group Flow (vph) 0 383 305 91 0 19 0 949 0 0 219 0 Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3
Actuated Green, G (s) 17.5 46.1 12.3 12.3 57.3 29.4
Effective Green, g (s) 16.5 45.1 11.8 11.8 56.8 28.9
Actuated g/C Ratio 0.14 0.38 0.10 0.10 0.47 0.24
Clearance Time (s) 3.6 4.1 4.1 4.2 4.1
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 458 825 155 143 1419 788
v/s Ratio Prot c0.11 0.14 c0.06 c0.32 0.07
v/s Ratio Perm 0.01
v/c Ratio 0.84 0.37 0.59 0.13 0.67 0.28
Uniform Delay, d1 50.4 27.1 51.8 49.4 24.4 37.1
Progression Factor 1.07 2.94 1.00 1.00 1.00 0.42
Incremental Delay, d2 11.0 0.2 4.6 0.3 2.5 0.9
Delay (s) 65.1 80.0 56.4 49.7 26.9 16.3
Level of Service E E E D C B
Approach Delay (s) 75.2 51.9 26.9 16.3
Approach LOS E D C B
Intersection Summary
HCM 2000 Control Delay 50.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.59
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.8 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 Scenario 1: Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 100 3 185 32 736 108 216 865 41 34 3 46 Future Volume (vph) 100 3 185 32 736 108 216 865 41 34 3 46 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 10 12 9 12 11 9 9 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 4.2 4.2 4.0 4.2 4.0
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 0.98 0.75 Flpb, ped/bikes 0.72 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 0.99 0.93
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.98
Satd. Flow (prot) 1101 1414 1524 3386 1378 1524 2977 1205 Flt Permitted 0.70 1.00 0.95 1.00 1.00 0.95 1.00 0.98
Satd. Flow (perm) 815 1414 1524 3386 1378 1524 2977 1205 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 100 3 185 32 736 108 216 865 41 34 3 46 RTOR Reduction (vph) 0 156 0 0 0 60 0 2 0 0 79 0
Lane Group Flow (vph) 100 32 0 32 736 48 216 904 0 0 4 0 Confl. Peds. (#/hr) 190 18 158 190
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Prot Prot
Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2
Actuated Green, G (s) 17.5 17.5 5.1 41.0 41.0 28.8 64.7 6.4 Effective Green, g (s) 17.5 17.5 4.6 41.5 41.5 28.3 65.2 5.9 Actuated g/C Ratio 0.16 0.16 0.04 0.38 0.38 0.26 0.59 0.05 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.0
Lane Grp Cap (vph) 129 224 63 1277 519 392 1764 64
v/s Ratio Prot 0.02 0.02 c0.22 0.14 c0.30 c0.00
v/s Ratio Perm c0.12 0.03
v/c Ratio 0.78 0.14 0.51 0.58 0.09 0.55 0.51 0.07
Uniform Delay, d1 44.4 39.8 51.6 27.3 22.1 35.4 13.1 49.4 Progression Factor 1.00 1.00 0.69 0.67 0.83 1.00 1.00 1.00 Incremental Delay, d2 22.8 0.1 2.2 1.8 0.3 1.0 1.1 0.2
Delay (s) 67.1 39.9 37.6 19.9 18.6 36.3 14.2 49.6
Level of Service E D D B B D B D
Approach Delay (s) 49.4 20.4 18.4 49.6
Approach LOS D C B D
Intersection Summary
HCM 2000 Control Delay 24.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.8 Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
--~ tt ~ ~ tt
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
Scenario 1: Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 123 141 735 129 84 927
Future Volume (vph) 123 141 735 129 84 927
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 11 11 11 12 9 11
Total Lost time (s) 4.0 4.0 4.2 4.0 4.2
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.98 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1637 1464 3128 1524 3221
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1637 1464 3128 1524 3221
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 123 141 735 129 84 927
RTOR Reduction (vph) 0 116 8 0 0 0
Lane Group Flow (vph) 123 25 856 0 84 927
Confl. Peds. (#/hr) 65 52
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2
Actuated Green, G (s) 19.7 19.7 69.3 9.3 82.1
Effective Green, g (s) 19.2 19.2 69.8 8.8 82.6
Actuated g/C Ratio 0.17 0.17 0.63 0.08 0.75
Clearance Time (s) 3.5 3.5 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.0 2.5 2.0 2.5
Lane Grp Cap (vph) 285 255 1984 121 2418
v/s Ratio Prot c0.08 c0.27 c0.06 0.29
v/s Ratio Perm 0.02
v/c Ratio 0.43 0.10 0.43 0.69 0.38
Uniform Delay, d1 40.5 38.1 10.1 49.3 4.8
Progression Factor 1.00 1.00 0.48 0.73 2.54
Incremental Delay, d2 0.4 0.1 0.7 11.5 0.4
Delay (s) 40.9 38.2 5.5 47.4 12.6
Level of Service D D A D B
Approach Delay (s) 39.5 5.5 15.5
Approach LOS D A B
Intersection Summary
HCM 2000 Control Delay 14.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.45
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "itt
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
Scenario 1: Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 175 209 655 0 0 1050
Future Volume (vph) 175 209 655 0 0 1050
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 11 12 12 10
Total Lost time (s) 5.1 5.1 4.2 4.2
Lane Util. Factor 1.00 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1750 1565 3273 3160
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1750 1565 3273 3160
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 175 209 655 0 0 1050
RTOR Reduction (vph) 0 72 0 0 0 0
Lane Group Flow (vph) 175 137 655 0 0 1050
Confl. Peds. (#/hr) 28
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 11.1 11.1 34.6 34.6
Effective Green, g (s) 10.6 10.6 35.1 35.1
Actuated g/C Ratio 0.19 0.19 0.64 0.64
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 337 301 2088 2016
v/s Ratio Prot c0.10 0.20 c0.33
v/s Ratio Perm 0.09
v/c Ratio 0.52 0.46 0.31 0.52
Uniform Delay, d1 19.9 19.6 4.5 5.4
Progression Factor 1.00 1.00 1.42 0.77
Incremental Delay, d2 1.0 0.8 0.4 0.9
Delay (s) 20.9 20.4 6.8 5.1
Level of Service C C A A
Approach Delay (s) 20.7 6.8 5.1
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 8.5 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 55.0 Sum of lost time (s) 9.3 Intersection Capacity Utilization 48.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, tt tt
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
Scenario 1: Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 49 43 612 190 230 995
Future Volume (vph) 49 43 612 190 230 995
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 9 10
Total Lost time (s) 4.1 4.1 4.2 3.5 4.2
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.96 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1750 1565 3008 1524 3160
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1750 1565 3008 1524 3160
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 49 43 612 190 230 995
RTOR Reduction (vph) 0 29 14 0 0 0
Lane Group Flow (vph) 49 14 788 0 230 995
Confl. Peds. (#/hr) 9 30
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 8 1 2 1 6
Permitted Phases
Actuated Green, G (s) 10.7 35.6 66.7 21.3 91.0
Effective Green, g (s) 10.2 35.1 67.2 20.8 91.5
Actuated g/C Ratio 0.09 0.32 0.61 0.19 0.83
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 162 499 1837 288 2628
v/s Ratio Prot c0.03 0.01 c0.26 c0.15 0.31
v/s Ratio Perm
v/c Ratio 0.30 0.03 0.43 0.80 0.38
Uniform Delay, d1 46.6 25.7 11.3 42.6 2.3
Progression Factor 1.00 1.00 1.00 0.95 1.21
Incremental Delay, d2 1.3 0.0 0.7 12.1 0.4
Delay (s) 47.9 25.8 12.0 52.7 3.1
Level of Service D C B D A
Approach Delay (s) 37.5 12.0 12.4
Approach LOS D B B
Intersection Summary
HCM 2000 Control Delay 13.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 56.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "itt
Appendix G-2:

Scenario 2 HCM 2000 Intersection
Results
FEHR,f PEERS
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
Scenario 2: A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 25 30 245 21 0 73 0 287 23 0 57 0
Future Volume (vph) 25 30 245 21 0 73 0 287 23 0 57 0
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 9 12 9 12 12 10 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.2 4.5
Lane Util. Factor 0.95 *0.75 1.00 1.00 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3278 2175 1565 1350 1588 1481 3129
Flt Permitted 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3278 2175 1565 1350 1588 1481 3129
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 25 30 245 21 0 73 0 287 23 0 57 0
RTOR Reduction (vph) 0 0 0 0 0 68 0 0 11 0 0 0
Lane Group Flow (vph) 0 55 245 21 0 5 0 287 12 0 57 0
Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA Perm NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3 2
Actuated Green, G (s) 16.8 29.4 8.0 8.0 62.3 62.3 50.5
Effective Green, g (s) 15.8 28.4 7.5 7.5 61.8 62.3 50.0 Actuated g/C Ratio 0.13 0.24 0.06 0.06 0.51 0.52 0.42
Clearance Time (s) 3.6 4.1 4.1 4.2 4.2 4.0
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0 3.0
Lane Grp Cap (vph) 431 514 97 84 817 768 1303
v/s Ratio Prot 0.02 c0.11 c0.01 c0.18 0.02
v/s Ratio Perm 0.00 0.01
v/c Ratio 0.13 0.48 0.22 0.05 0.35 0.02 0.04
Uniform Delay, d1 46.0 39.4 53.5 52.9 17.2 14.0 20.8
Progression Factor 0.94 0.96 1.00 1.00 1.00 1.00 0.67
Incremental Delay, d2 0.1 0.5 0.8 0.2 1.2 0.0 0.1
Delay (s) 43.5 38.2 54.3 53.1 18.4 14.0 14.0
Level of Service D D D D B B B
Approach Delay (s) 39.1 53.4 18.1 14.0
Approach LOS D D B B
Intersection Summary
HCM 2000 Control Delay 30.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.34
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.7 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' t 7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 Scenario 2: A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 15 2 10 9 256 26 16 280 27 44 2 16 Future Volume (vph) 15 2 10 9 256 26 16 280 27 44 2 16
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 11 12 9 9 11 9 10 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.2 5.2 4.0 5.2 4.7 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.96 0.97 Flpb, ped/bikes 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.97
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (prot) 1339 1450 1509 1588 1426 1509 1647 1433 1590 Flt Permitted 0.82 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (perm) 1151 1450 1509 1588 1426 1509 1647 1433 1590 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 15 2 10 9 256 26 16 280 27 44 2 16
RTOR Reduction (vph) 0 11 0 0 0 10 0 0 10 0 57 0
Lane Group Flow (vph) 15 1 0 9 256 16 16 280 17 0 5 0
Confl. Peds. (#/hr) 15 1 5 12 1 15
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Perm Prot Prot Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2 6
Actuated Green, G (s) 4.9 4.9 1.6 50.4 50.4 2.0 50.8 50.8 6.4 Effective Green, g (s) 4.9 4.9 1.1 49.9 49.9 1.5 50.3 50.8 5.9 Actuated g/C Ratio 0.06 0.06 0.01 0.62 0.62 0.02 0.63 0.63 0.07 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.5 2.0 Lane Grp Cap (vph) 70 88 20 990 889 28 1035 909 117
v/s Ratio Prot 0.00 0.01 0.16 c0.01 c0.17 c0.00
v/s Ratio Perm c0.01 0.01 0.01
v/c Ratio 0.21 0.01 0.45 0.26 0.02 0.57 0.27 0.02 0.04
Uniform Delay, d1 35.7 35.3 39.1 6.8 5.7 38.9 6.6 5.4 34.4 Progression Factor 1.00 1.00 1.35 0.25 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.0 5.7 0.6 0.0 16.3 0.6 0.0 0.1 Delay (s) 36.3 35.3 58.7 2.3 5.8 55.2 7.3 5.4 34.5
Level of Service D D E A A E A A C
Approach Delay (s) 35.8 4.4 9.5 34.5
Approach LOS D A A C
Intersection Summary
HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.25
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 17.8 Intersection Capacity Utilization 44.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
--~ t ~ ~ t
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
Scenario 2: A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 4 287 2 2 309
Future Volume (vph) 0 4 287 2 2 309
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 10 10 10 12 9 10
Total Lost time (s) 4.0 5.2 4.7 4.0 5.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.95 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1400 1647 1432 1509 1594
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1400 1647 1432 1509 1594
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 0 4 287 2 2 309
RTOR Reduction (vph) 0 4 0 0 0 0
Lane Group Flow (vph) 0 0 287 2 2 309
Confl. Peds. (#/hr) 14 10
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Perm Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2
Actuated Green, G (s) 5.2 61.5 61.5 1.6 66.6
Effective Green, g (s) 4.7 61.0 61.5 1.1 66.1
Actuated g/C Ratio 0.06 0.76 0.77 0.01 0.83
Clearance Time (s) 3.5 4.7 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5
Lane Grp Cap (vph) 82 1255 1100 20 1317
v/s Ratio Prot 0.17 0.00 c0.19
v/s Ratio Perm c0.00 0.00
v/c Ratio 0.00 0.23 0.00 0.10 0.23
Uniform Delay, d1 35.4 2.7 2.1 39.0 1.5
Progression Factor 1.00 0.79 1.00 1.13 0.54
Incremental Delay, d2 0.0 0.4 0.0 0.8 0.4
Delay (s) 35.4 2.6 2.1 44.8 1.2
Level of Service D A A D A
Approach Delay (s) 35.4 2.6 1.5
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 2.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.23
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 13.2 Intersection Capacity Utilization 35.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
Scenario 2: A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 4 2 287 0 0 309
Future Volume (vph) 4 2 287 0 0 309
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 12 9
Total Lost time (s) 5.1 5.1 5.2 5.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1732 1550 1647 1588
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1732 1550 1647 1588
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 4 2 287 0 0 309
RTOR Reduction (vph) 0 2 0 0 0 0
Lane Group Flow (vph) 4 0 287 0 0 309
Confl. Peds. (#/hr) 5
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 1.8 1.8 28.9 28.9
Effective Green, g (s) 1.3 1.3 28.4 28.4
Actuated g/C Ratio 0.03 0.03 0.71 0.71
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 56 50 1169 1127
v/s Ratio Prot c0.00 0.17 c0.19
v/s Ratio Perm 0.00
v/c Ratio 0.07 0.00 0.25 0.27
Uniform Delay, d1 18.8 18.7 2.0 2.1
Progression Factor 1.00 1.00 0.51 0.63
Incremental Delay, d2 0.4 0.0 0.5 0.6
Delay (s) 19.2 18.7 1.5 1.9
Level of Service B B A A
Approach Delay (s) 19.0 1.5 1.9
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 1.9 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.27
Actuated Cycle Length (s) 40.0 Sum of lost time (s) 10.3 Intersection Capacity Utilization 33.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, t t
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
Scenario 2: A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 2 1 286 20 11 302
Future Volume (vph) 2 1 286 20 11 302
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 12 10 12 9 10
Total Lost time (s) 4.1 4.1 5.2 3.5 5.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.99 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1732 1500 1630 1509 1647
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1732 1500 1630 1509 1647
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 2 1 286 20 11 302
RTOR Reduction (vph) 0 1 1 0 0 0
Lane Group Flow (vph) 2 0 305 0 11 302
Confl. Peds. (#/hr) 4
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 8 1 2 1 6
Permitted Phases
Actuated Green, G (s) 1.8 7.2 65.1 1.8 69.9
Effective Green, g (s) 1.3 6.7 64.6 1.3 69.4
Actuated g/C Ratio 0.02 0.08 0.81 0.02 0.87
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 28 125 1316 24 1428
v/s Ratio Prot c0.00 0.00 c0.19 c0.01 0.18
v/s Ratio Perm
v/c Ratio 0.07 0.00 0.23 0.46 0.21
Uniform Delay, d1 38.8 33.6 1.8 39.0 0.9
Progression Factor 1.00 1.00 1.00 1.00 0.04
Incremental Delay, d2 1.3 0.0 0.4 4.9 0.3
Delay (s) 40.1 33.6 2.2 43.8 0.4
Level of Service D C A D A
Approach Delay (s) 37.9 2.2 1.9
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 2.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.23
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.8 Intersection Capacity Utilization 36.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "it
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
Scenario 2: Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 87 154 578 26 0 89 0 518 28 0 76 0 Future Volume (vph) 87 154 578 26 0 89 0 518 28 0 76 0
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 9 12 9 12 12 10 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.2 4.5
Lane Util. Factor 0.95 *0.75 1.00 1.00 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3293 2175 1565 1350 1588 1480 3129
Flt Permitted 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3293 2175 1565 1350 1588 1480 3129
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 87 154 578 26 0 89 0 518 28 0 76 0
RTOR Reduction (vph) 0 0 0 0 0 82 0 0 18 0 0 0
Lane Group Flow (vph) 0 241 578 26 0 7 0 518 10 0 76 0
Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA Perm NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3 2
Actuated Green, G (s) 32.4 40.0 10.1 10.1 44.6 44.6 37.8 Effective Green, g (s) 31.4 39.0 9.6 9.6 44.1 44.6 37.3 Actuated g/C Ratio 0.26 0.32 0.08 0.08 0.37 0.37 0.31
Clearance Time (s) 3.6 4.1 4.1 4.2 4.2 4.0
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0 3.0
Lane Grp Cap (vph) 861 706 125 108 583 550 972
v/s Ratio Prot 0.07 c0.27 c0.02 c0.33 0.02
v/s Ratio Perm 0.01 0.01
v/c Ratio 0.28 0.82 0.21 0.07 0.89 0.02 0.08
Uniform Delay, d1 35.3 37.2 51.6 51.1 35.6 23.9 29.2
Progression Factor 0.91 0.91 1.00 1.00 1.00 1.00 0.48
Incremental Delay, d2 0.1 6.9 0.6 0.2 18.1 0.1 0.2
Delay (s) 32.2 40.7 52.2 51.2 53.7 23.9 14.2
Level of Service C D D D D C B
Approach Delay (s) 38.2 51.5 52.2 14.2
Approach LOS D D D B
Intersection Summary
HCM 2000 Control Delay 42.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.7 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' t 7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 Scenario 2: Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 74 4 80 11 449 61 97 565 18 17 1 16 Future Volume (vph) 74 4 80 11 449 61 97 565 18 17 1 16 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 11 12 9 9 11 9 10 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.2 5.2 4.0 5.2 4.7 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.90 0.74 Flpb, ped/bikes 0.77 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.94
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (prot) 1168 1450 1509 1588 1398 1509 1647 1343 1197 Flt Permitted 0.73 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (perm) 904 1450 1509 1588 1398 1509 1647 1343 1197 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 74 4 80 11 449 61 97 565 18 17 1 16
RTOR Reduction (vph) 0 71 0 0 0 32 0 0 8 0 32 0
Lane Group Flow (vph) 74 13 0 11 449 29 97 565 10 0 2 0 Confl. Peds. (#/hr) 71 3 25 50 3 71
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Perm Prot Prot Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2 6
Actuated Green, G (s) 12.0 12.0 1.6 38.9 38.9 8.0 45.3 45.3 4.8 Effective Green, g (s) 12.0 12.0 1.1 38.4 38.4 7.5 44.8 45.3 4.3 Actuated g/C Ratio 0.15 0.15 0.01 0.48 0.48 0.09 0.56 0.57 0.05 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.5 2.0 Lane Grp Cap (vph) 135 217 20 762 671 141 922 760 64
v/s Ratio Prot 0.01 0.01 0.28 c0.06 c0.34 c0.00
v/s Ratio Perm c0.08 0.02 0.01
v/c Ratio 0.55 0.06 0.55 0.59 0.04 0.69 0.61 0.01 0.03
Uniform Delay, d1 31.5 29.2 39.2 15.1 11.0 35.1 11.8 7.6 35.9 Progression Factor 1.00 1.00 1.38 0.48 2.13 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 0.0 16.0 3.1 0.1 10.6 3.0 0.0 0.1 Delay (s) 33.9 29.2 70.0 10.4 23.6 45.7 14.8 7.6 35.9
Level of Service C C E B C D B A D
Approach Delay (s) 31.4 13.2 19.0 35.9
Approach LOS C B B D
Intersection Summary
HCM 2000 Control Delay 18.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 17.8 Intersection Capacity Utilization 65.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
--~ t ~ ~ t
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
Scenario 2: Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 44 46 475 62 46 609
Future Volume (vph) 44 46 475 62 46 609
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 10 10 10 12 9 10
Total Lost time (s) 4.0 4.0 5.2 4.7 4.0 5.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.94 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1565 1400 1647 1411 1509 1594
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1565 1400 1647 1411 1509 1594
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 44 46 475 62 46 609
RTOR Reduction (vph) 0 38 0 19 0 0
Lane Group Flow (vph) 44 8 475 43 46 609
Confl. Peds. (#/hr) 20 17
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Perm Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2 2
Actuated Green, G (s) 14.4 14.4 48.9 48.9 5.0 57.4
Effective Green, g (s) 13.9 13.9 48.4 48.9 4.5 56.9
Actuated g/C Ratio 0.17 0.17 0.60 0.61 0.06 0.71
Clearance Time (s) 3.5 3.5 4.7 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.0 2.5 2.5 2.0 2.5
Lane Grp Cap (vph) 271 243 996 862 84 1133
v/s Ratio Prot c0.03 0.29 0.03 c0.38
v/s Ratio Perm 0.01 0.03
v/c Ratio 0.16 0.03 0.48 0.05 0.55 0.54
Uniform Delay, d1 28.1 27.5 8.8 6.2 36.8 5.4
Progression Factor 1.00 1.00 0.71 0.73 1.20 0.82
Incremental Delay, d2 0.1 0.0 1.6 0.1 3.4 1.6
Delay (s) 28.2 27.5 7.8 4.7 47.5 6.0
Level of Service C C A A D A
Approach Delay (s) 27.8 7.5 8.9
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 9.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 13.2 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
Scenario 2: Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 67 87 450 0 0 653
Future Volume (vph) 67 87 450 0 0 653
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 12 9
Total Lost time (s) 5.1 5.1 5.2 5.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1732 1550 1647 1588
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1732 1550 1647 1588
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 67 87 450 0 0 653
RTOR Reduction (vph) 0 76 0 0 0 0
Lane Group Flow (vph) 67 11 450 0 0 653
Confl. Peds. (#/hr) 11
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 5.4 5.4 25.3 25.3
Effective Green, g (s) 4.9 4.9 24.8 24.8
Actuated g/C Ratio 0.12 0.12 0.62 0.62
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 212 189 1021 984
v/s Ratio Prot c0.04 0.27 c0.41
v/s Ratio Perm 0.01
v/c Ratio 0.32 0.06 0.44 0.66
Uniform Delay, d1 16.0 15.5 4.0 4.9
Progression Factor 1.00 1.00 1.46 1.15
Incremental Delay, d2 0.6 0.1 1.2 3.1
Delay (s) 16.6 15.6 7.0 8.8
Level of Service B B A A
Approach Delay (s) 16.1 7.0 8.8
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 9.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 40.0 Sum of lost time (s) 10.3 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, t t
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
Scenario 2: Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 26 20 430 78 160 560
Future Volume (vph) 26 20 430 78 160 560
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 12 10 12 9 10
Total Lost time (s) 4.1 4.1 5.2 3.5 5.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.98 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1732 1500 1605 1509 1647
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1732 1500 1605 1509 1647
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 26 20 430 78 160 560
RTOR Reduction (vph) 0 14 5 0 0 0
Lane Group Flow (vph) 26 6 503 0 160 560
Confl. Peds. (#/hr) 2 14
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 8 1 2 1 6
Permitted Phases
Actuated Green, G (s) 8.6 24.5 47.8 12.3 63.1
Effective Green, g (s) 8.1 24.0 47.3 11.8 62.6
Actuated g/C Ratio 0.10 0.30 0.59 0.15 0.78
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 175 450 948 222 1288
v/s Ratio Prot c0.02 0.00 c0.31 c0.11 0.34
v/s Ratio Perm
v/c Ratio 0.15 0.01 0.53 0.72 0.43
Uniform Delay, d1 32.8 19.7 9.7 32.5 2.9
Progression Factor 1.00 1.00 1.00 0.95 0.63
Incremental Delay, d2 0.5 0.0 2.1 8.1 0.9
Delay (s) 33.3 19.7 11.9 39.0 2.7
Level of Service C B B D A
Approach Delay (s) 27.4 11.9 10.8
Approach LOS C B B
Intersection Summary
HCM 2000 Control Delay 11.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.8 Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "it
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
Scenario 2: P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 73 220 587 57 0 118 0 656 48 0 175 0 Future Volume (vph) 73 220 587 57 0 118 0 656 48 0 175 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 9 12 9 12 12 10 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.2 4.6
Lane Util. Factor 0.95 *0.75 1.00 1.00 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3312 2175 1565 1350 1588 1480 3129
Flt Permitted 0.99 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3312 2175 1565 1350 1588 1480 3129
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 73 220 587 57 0 118 0 656 48 0 175 0
RTOR Reduction (vph) 0 0 0 0 0 108 0 0 27 0 0 0
Lane Group Flow (vph) 0 293 587 57 0 10 0 656 21 0 175 0 Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA Perm NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3 2
Actuated Green, G (s) 24.0 44.6 10.8 10.8 52.3 52.3 32.4 Effective Green, g (s) 23.0 43.6 10.3 10.3 51.8 52.3 31.9 Actuated g/C Ratio 0.19 0.36 0.09 0.09 0.43 0.44 0.27
Clearance Time (s) 3.6 4.1 4.1 4.2 4.2 4.1
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0 3.0
Lane Grp Cap (vph) 634 790 134 115 685 645 831
v/s Ratio Prot 0.09 c0.27 c0.04 c0.41 0.06
v/s Ratio Perm 0.01 0.01
v/c Ratio 0.46 0.74 0.43 0.09 0.96 0.03 0.21
Uniform Delay, d1 43.0 33.3 52.0 50.5 33.0 19.4 34.3
Progression Factor 1.01 0.90 1.00 1.00 1.00 1.00 0.32
Incremental Delay, d2 0.4 3.4 1.6 0.2 25.4 0.1 0.6
Delay (s) 43.8 33.5 53.6 50.8 58.5 19.5 11.7
Level of Service D C D D E B B
Approach Delay (s) 36.9 51.7 55.8 11.7
Approach LOS D D E B
Intersection Summary
HCM 2000 Control Delay 42.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.8 Intersection Capacity Utilization 65.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' t 7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 Scenario 2: P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 82 3 91 17 597 140 120 670 29 16 5 15 Future Volume (vph) 82 3 91 17 597 140 120 670 29 16 5 15 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 11 12 9 9 11 9 10 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 4.2 4.2 4.0 4.2 4.7 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.89 0.77 Flpb, ped/bikes 0.78 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.94
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (prot) 1177 1450 1509 1588 1401 1509 1647 1339 1252 Flt Permitted 0.73 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (perm) 909 1450 1509 1588 1401 1509 1647 1339 1252 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 82 3 91 17 597 140 120 670 29 16 5 15
RTOR Reduction (vph) 0 80 0 0 0 61 0 0 13 0 34 0
Lane Group Flow (vph) 82 14 0 17 597 79 120 670 16 0 2 0 Confl. Peds. (#/hr) 70 11 23 52 11 70
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Perm Prot Prot Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2 6
Actuated Green, G (s) 12.1 12.1 1.6 37.5 37.5 9.3 45.2 45.2 4.8 Effective Green, g (s) 12.1 12.1 1.1 38.0 38.0 8.8 45.7 45.2 4.3 Actuated g/C Ratio 0.15 0.15 0.01 0.48 0.48 0.11 0.57 0.57 0.05 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.5 2.0 Lane Grp Cap (vph) 137 219 20 754 665 165 940 756 67
v/s Ratio Prot 0.01 0.01 c0.38 c0.08 0.41 c0.00
v/s Ratio Perm c0.09 0.06 0.01
v/c Ratio 0.60 0.06 0.85 0.79 0.12 0.73 0.71 0.02 0.03
Uniform Delay, d1 31.7 29.1 39.4 17.7 11.7 34.4 12.4 7.7 35.9 Progression Factor 1.00 1.00 1.29 0.78 1.06 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.6 0.0 108.3 6.6 0.3 12.7 4.6 0.1 0.1 Delay (s) 36.3 29.1 159.0 20.4 12.7 47.1 17.0 7.7 35.9
Level of Service D C F C B D B A D
Approach Delay (s) 32.5 22.1 21.1 35.9
Approach LOS C C C D
Intersection Summary
HCM 2000 Control Delay 22.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 16.8 Intersection Capacity Utilization 70.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
--~ t ~ ~ t
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
Scenario 2: P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 58 43 711 121 38 729
Future Volume (vph) 58 43 711 121 38 729
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 10 10 10 12 9 10
Total Lost time (s) 4.0 4.0 4.2 4.7 4.0 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.94 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1565 1400 1647 1408 1509 1594
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1565 1400 1647 1408 1509 1594
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 58 43 711 121 38 729
RTOR Reduction (vph) 0 36 0 24 0 0
Lane Group Flow (vph) 58 7 711 97 38 729
Confl. Peds. (#/hr) 24 18
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Perm Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2 2
Actuated Green, G (s) 14.4 14.4 48.9 48.9 5.0 57.4
Effective Green, g (s) 13.9 13.9 49.4 48.9 4.5 57.9
Actuated g/C Ratio 0.17 0.17 0.62 0.61 0.06 0.72
Clearance Time (s) 3.5 3.5 4.7 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.0 2.5 2.5 2.0 2.5
Lane Grp Cap (vph) 271 243 1017 860 84 1153
v/s Ratio Prot c0.04 c0.43 0.03 c0.46
v/s Ratio Perm 0.01 0.07
v/c Ratio 0.21 0.03 0.70 0.11 0.45 0.63
Uniform Delay, d1 28.4 27.5 10.3 6.5 36.6 5.6
Progression Factor 1.00 1.00 0.75 0.71 1.26 0.70
Incremental Delay, d2 0.1 0.0 3.3 0.2 1.1 2.1
Delay (s) 28.5 27.5 10.9 4.8 47.2 6.1
Level of Service C C B A D A
Approach Delay (s) 28.1 10.0 8.1
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 10.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
Scenario 2: P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 64 73 759 0 0 787
Future Volume (vph) 64 73 759 0 0 787
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 12 9
Total Lost time (s) 5.1 5.1 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1732 1550 1647 1588
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1732 1550 1647 1588
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 64 73 759 0 0 787
RTOR Reduction (vph) 0 64 0 0 0 0
Lane Group Flow (vph) 64 9 759 0 0 787
Confl. Peds. (#/hr) 15
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 5.4 5.4 25.3 25.3
Effective Green, g (s) 4.9 4.9 25.8 25.8
Actuated g/C Ratio 0.12 0.12 0.65 0.65
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 212 189 1062 1024
v/s Ratio Prot c0.04 0.46 c0.50
v/s Ratio Perm 0.01
v/c Ratio 0.30 0.05 0.71 0.77
Uniform Delay, d1 16.0 15.5 4.7 5.0
Progression Factor 1.00 1.00 1.83 1.06
Incremental Delay, d2 0.6 0.1 2.8 4.6
Delay (s) 16.6 15.6 11.3 9.9
Level of Service B B B A
Approach Delay (s) 16.0 11.3 9.9
Approach LOS B B A
Intersection Summary
HCM 2000 Control Delay 11.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 40.0 Sum of lost time (s) 9.3 Intersection Capacity Utilization 59.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, t t
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
Scenario 2: P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 18 741 91 87 764
Future Volume (vph) 17 18 741 91 87 764
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 12 10 12 9 10
Total Lost time (s) 4.1 4.1 4.2 3.5 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.99 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1732 1500 1616 1509 1647
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1732 1500 1616 1509 1647
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 17 18 741 91 87 764
RTOR Reduction (vph) 0 14 3 0 0 0
Lane Group Flow (vph) 17 5 829 0 87 764
Confl. Peds. (#/hr) 2 19
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 8 1 2 1 6
Permitted Phases
Actuated Green, G (s) 8.6 20.5 51.8 8.3 63.1
Effective Green, g (s) 8.1 20.0 52.3 7.8 63.6
Actuated g/C Ratio 0.10 0.25 0.65 0.10 0.80
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 175 375 1056 147 1309
v/s Ratio Prot c0.01 0.00 c0.51 0.06 c0.46
v/s Ratio Perm
v/c Ratio 0.10 0.01 0.78 0.59 0.58
Uniform Delay, d1 32.6 22.6 9.9 34.6 3.1
Progression Factor 1.00 1.00 1.00 1.00 0.57
Incremental Delay, d2 0.3 0.0 5.9 3.2 1.5
Delay (s) 32.9 22.6 15.7 38.0 3.3
Level of Service C C B D A
Approach Delay (s) 27.6 15.7 6.8
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 11.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "it
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
Scenario 2: Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 107 229 842 71 0 129 0 789 100 0 176 0 Future Volume (vph) 107 229 842 71 0 129 0 789 100 0 176 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 9 12 9 12 12 10 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.2 4.5
Lane Util. Factor 0.95 *0.75 1.00 1.00 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3333 2197 1580 1363 1604 1495 3160
Flt Permitted 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3333 2197 1580 1363 1604 1495 3160
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 107 229 842 71 0 129 0 789 100 0 176 0
RTOR Reduction (vph) 0 0 0 0 0 118 0 0 44 0 0 0
Lane Group Flow (vph) 0 336 842 71 0 11 0 789 56 0 176 0 Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA Perm NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3 2
Actuated Green, G (s) 31.5 52.1 11.0 11.0 44.6 44.6 24.8 Effective Green, g (s) 30.5 51.1 10.5 10.5 44.1 44.6 24.3 Actuated g/C Ratio 0.25 0.43 0.09 0.09 0.37 0.37 0.20
Clearance Time (s) 3.6 4.1 4.1 4.2 4.2 4.0
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0 3.0
Lane Grp Cap (vph) 847 935 138 119 589 555 639
v/s Ratio Prot 0.10 c0.38 c0.04 c0.49 0.06
v/s Ratio Perm 0.01 0.04
v/c Ratio 0.40 0.90 0.51 0.09 1.34 0.10 0.28
Uniform Delay, d1 37.1 32.1 52.3 50.4 37.9 24.6 40.4
Progression Factor 1.03 0.89 1.00 1.00 0.72 0.90 0.32
Incremental Delay, d2 0.2 10.5 2.4 0.3 159.1 0.2 1.0
Delay (s) 38.3 39.0 54.7 50.6 186.5 22.2 14.2
Level of Service D D D D F C B
Approach Delay (s) 38.8 52.1 168.0 14.2
Approach LOS D D F B
Intersection Summary
HCM 2000 Control Delay 85.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.94
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.7 Intersection Capacity Utilization 73.8% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' t 7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 Scenario 2: Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 99 3 119 12 738 126 189 865 35 32 3 11 Future Volume (vph) 99 3 119 12 738 126 189 865 35 32 3 11 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 11 12 9 9 11 9 10 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 4.2 4.2 4.0 4.2 4.7 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.69 0.83 Flpb, ped/bikes 0.62 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.97
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (prot) 951 1464 1524 1604 1401 1524 1663 1047 1377 Flt Permitted 0.73 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (perm) 728 1464 1524 1604 1401 1524 1663 1047 1377 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 99 3 119 12 738 126 189 865 35 32 3 11
RTOR Reduction (vph) 0 99 0 0 0 47 0 0 14 0 44 0
Lane Group Flow (vph) 99 23 0 12 738 79 189 865 21 0 2 0 Confl. Peds. (#/hr) 151 22 121 151
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Perm Prot Prot Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2 6
Actuated Green, G (s) 22.6 22.6 3.2 56.1 56.1 18.6 71.5 71.5 6.4 Effective Green, g (s) 22.6 22.6 2.7 56.6 56.6 18.1 72.0 71.5 5.9 Actuated g/C Ratio 0.19 0.19 0.02 0.47 0.47 0.15 0.60 0.60 0.05 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.5 2.0 Lane Grp Cap (vph) 137 275 34 756 660 229 997 623 67
v/s Ratio Prot 0.02 0.01 c0.46 0.12 c0.52 c0.00
v/s Ratio Perm c0.14 0.06 0.02
v/c Ratio 0.72 0.08 0.35 0.98 0.12 0.83 0.87 0.03 0.03
Uniform Delay, d1 45.8 40.2 57.8 31.0 17.8 49.4 20.0 10.0 54.3 Progression Factor 1.00 1.00 1.29 0.71 1.24 0.80 0.53 1.00 1.00 Incremental Delay, d2 14.7 0.0 1.7 23.0 0.3 13.0 6.4 0.1 0.1 Delay (s) 60.5 40.2 76.5 45.1 22.3 52.7 17.1 10.1 54.4
Level of Service E D E D C D B B D
Approach Delay (s) 49.3 42.2 23.1 54.4
Approach LOS D D C D
Intersection Summary
HCM 2000 Control Delay 33.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.8 Intersection Capacity Utilization 81.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
--~ t ~ ~ t
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
Scenario 2: Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 99 107 769 177 92 883
Future Volume (vph) 99 107 769 177 92 883
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 10 10 10 12 9 10
Total Lost time (s) 4.0 4.0 4.2 4.7 4.0 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.90 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1580 1414 1663 1369 1524 1610
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1580 1414 1663 1369 1524 1610
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 99 107 769 177 92 883
RTOR Reduction (vph) 0 90 0 28 0 0
Lane Group Flow (vph) 99 17 769 149 92 883
Confl. Peds. (#/hr) 41 26
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Perm Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2 2
Actuated Green, G (s) 19.6 19.6 77.0 77.0 11.7 92.2
Effective Green, g (s) 19.1 19.1 77.5 77.0 11.2 92.7
Actuated g/C Ratio 0.16 0.16 0.65 0.64 0.09 0.77
Clearance Time (s) 3.5 3.5 4.7 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.0 2.5 2.5 2.0 2.5
Lane Grp Cap (vph) 251 225 1074 878 142 1243
v/s Ratio Prot c0.06 0.46 0.06 c0.55
v/s Ratio Perm 0.01 0.11
v/c Ratio 0.39 0.08 0.72 0.17 0.65 0.71
Uniform Delay, d1 45.3 42.9 14.0 8.6 52.5 6.9
Progression Factor 1.00 1.00 0.69 0.55 1.11 0.53
Incremental Delay, d2 0.4 0.1 3.2 0.3 4.0 1.9
Delay (s) 45.6 43.0 12.9 5.1 62.4 5.5
Level of Service D D B A E A
Approach Delay (s) 44.3 11.5 10.9
Approach LOS D B B
Intersection Summary
HCM 2000 Control Delay 14.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 67.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
Scenario 2: Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 155 192 754 0 0 982
Future Volume (vph) 155 192 754 0 0 982
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 12 9
Total Lost time (s) 5.1 5.1 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1750 1565 1663 1604
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1750 1565 1663 1604
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 155 192 754 0 0 982
RTOR Reduction (vph) 0 161 0 0 0 0
Lane Group Flow (vph) 155 31 754 0 0 982
Confl. Peds. (#/hr) 35
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 10.2 10.2 40.5 40.5
Effective Green, g (s) 9.7 9.7 41.0 41.0
Actuated g/C Ratio 0.16 0.16 0.68 0.68
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 282 253 1136 1096
v/s Ratio Prot c0.09 0.45 c0.61
v/s Ratio Perm 0.02
v/c Ratio 0.55 0.12 0.66 0.90
Uniform Delay, d1 23.1 21.5 5.5 7.8
Progression Factor 1.00 1.00 1.23 1.48
Incremental Delay, d2 1.7 0.2 0.3 8.8
Delay (s) 24.9 21.7 7.1 20.3
Level of Service C C A C
Approach Delay (s) 23.1 7.1 20.3
Approach LOS C A C
Intersection Summary
HCM 2000 Control Delay 16.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.3 Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, t t
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
Scenario 2: Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 34 64 690 259 319 818
Future Volume (vph) 34 64 690 259 319 818
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 12 10 12 9 10
Total Lost time (s) 4.1 4.1 4.2 3.5 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.96 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1750 1515 1566 1524 1663
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1750 1515 1566 1524 1663
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 34 64 690 259 319 818
RTOR Reduction (vph) 0 38 11 0 0 0
Lane Group Flow (vph) 34 26 938 0 319 818
Confl. Peds. (#/hr) 6 47
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 8 1 2 1 6
Permitted Phases
Actuated Green, G (s) 10.5 49.1 63.2 35.0 101.2
Effective Green, g (s) 10.0 48.6 63.7 34.5 101.7
Actuated g/C Ratio 0.08 0.41 0.53 0.29 0.85
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 145 613 831 438 1409
v/s Ratio Prot c0.02 0.02 c0.60 c0.21 0.49
v/s Ratio Perm
v/c Ratio 0.23 0.04 1.13 0.73 0.58
Uniform Delay, d1 51.4 21.6 28.1 38.5 2.7
Progression Factor 1.00 1.00 1.00 0.90 0.63
Incremental Delay, d2 1.0 0.0 73.1 2.7 0.9
Delay (s) 52.4 21.6 101.3 37.4 2.6
Level of Service D C F D A
Approach Delay (s) 32.3 101.3 12.4
Approach LOS C F B
Intersection Summary
HCM 2000 Control Delay 51.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.92
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 92.4% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group
__ "it
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
Scenario 2: Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 118 265 812 91 0 193 0 860 95 0 219 0 Future Volume (vph) 118 265 812 91 0 193 0 860 95 0 219 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 9 12 9 12 12 10 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.2 4.5
Lane Util. Factor 0.95 *0.75 1.00 1.00 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3335 2197 1580 1363 1604 1495 3160
Flt Permitted 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3335 2197 1580 1363 1604 1495 3160
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 118 265 812 91 0 193 0 860 95 0 219 0
RTOR Reduction (vph) 0 0 0 0 0 173 0 0 52 0 0 0
Lane Group Flow (vph) 0 383 812 91 0 20 0 860 43 0 219 0 Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA Perm NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3 2
Actuated Green, G (s) 31.2 51.8 11.8 11.8 34.1 34.1 14.3 Effective Green, g (s) 30.2 50.8 11.3 11.3 33.6 34.1 13.8 Actuated g/C Ratio 0.27 0.46 0.10 0.10 0.31 0.31 0.13
Clearance Time (s) 3.6 4.1 4.1 4.2 4.2 4.0
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0 3.0
Lane Grp Cap (vph) 915 1014 162 140 489 463 396
v/s Ratio Prot 0.11 c0.37 c0.06 c0.54 0.07
v/s Ratio Perm 0.01 0.03
v/c Ratio 0.42 0.80 0.56 0.14 1.76 0.09 0.55
Uniform Delay, d1 32.7 25.3 47.0 44.9 38.2 27.0 45.2
Progression Factor 1.05 0.86 1.00 1.00 1.22 2.27 0.44
Incremental Delay, d2 0.2 3.9 3.6 0.3 345.1 0.2 5.2
Delay (s) 34.5 25.6 50.6 45.3 391.8 61.5 25.2
Level of Service C C D D F E C
Approach Delay (s) 28.5 47.0 359.0 25.2
Approach LOS C D F C
Intersection Summary
HCM 2000 Control Delay 149.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.02
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 20.7 Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' t 7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 Scenario 2: Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 100 3 185 32 736 108 216 865 41 34 3 46 Future Volume (vph) 100 3 185 32 736 108 216 865 41 34 3 46 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 11 12 9 9 11 9 10 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 4.2 4.2 4.0 4.2 4.7 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.63 0.58 Flpb, ped/bikes 0.78 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.93
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.98 Satd. Flow (prot) 1182 1464 1524 1604 1413 1524 1663 962 933 Flt Permitted 0.41 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.98 Satd. Flow (perm) 512 1464 1524 1604 1413 1524 1663 962 933 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 100 3 185 32 736 108 216 865 41 34 3 46 RTOR Reduction (vph) 0 151 0 0 0 61 0 0 18 0 79 0
Lane Group Flow (vph) 100 37 0 32 736 47 216 865 23 0 4 0 Confl. Peds. (#/hr) 190 18 158 190
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Perm Prot Prot Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2 6
Actuated Green, G (s) 20.2 20.2 6.7 47.0 47.0 20.1 60.4 60.4 6.4 Effective Green, g (s) 20.2 20.2 6.2 47.5 47.5 19.6 60.9 60.4 5.9 Actuated g/C Ratio 0.18 0.18 0.06 0.43 0.43 0.18 0.55 0.55 0.05 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.5 2.0 Lane Grp Cap (vph) 94 268 85 692 610 271 920 528 50
v/s Ratio Prot 0.03 0.02 c0.46 c0.14 c0.52 c0.00
v/s Ratio Perm c0.20 0.03 0.02
v/c Ratio 1.06 0.14 0.38 1.06 0.08 0.80 0.94 0.04 0.09
Uniform Delay, d1 44.9 37.6 50.0 31.2 18.4 43.3 22.9 11.5 49.5 Progression Factor 1.00 1.00 0.80 0.67 0.63 0.97 0.51 0.00 1.00 Incremental Delay, d2 111.2 0.1 0.8 48.4 0.2 9.8 13.7 0.1 0.3 Delay (s) 156.1 37.7 40.8 69.4 11.8 51.7 25.3 0.1 49.8
Level of Service F D D E B D C A D
Approach Delay (s) 78.8 61.2 29.4 49.8
Approach LOS E E C D
Intersection Summary
HCM 2000 Control Delay 47.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.97
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.8 Intersection Capacity Utilization 84.0% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
--~ t ~ ~ t
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
Scenario 2: Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 123 141 735 129 84 927
Future Volume (vph) 123 141 735 129 84 927
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 10 10 10 12 9 10
Total Lost time (s) 4.0 4.0 4.2 4.7 4.0 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.85 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1580 1414 1663 1286 1524 1610
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1580 1414 1663 1286 1524 1610
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 123 141 735 129 84 927
RTOR Reduction (vph) 0 116 0 23 0 0
Lane Group Flow (vph) 123 25 735 106 84 927
Confl. Peds. (#/hr) 65 52
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Perm Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2 2
Actuated Green, G (s) 19.7 19.7 68.6 68.6 10.0 82.1
Effective Green, g (s) 19.2 19.2 69.1 68.6 9.5 82.6
Actuated g/C Ratio 0.17 0.17 0.63 0.62 0.09 0.75
Clearance Time (s) 3.5 3.5 4.7 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.0 2.5 2.5 2.0 2.5
Lane Grp Cap (vph) 275 246 1044 801 131 1208
v/s Ratio Prot c0.08 0.44 0.06 c0.58
v/s Ratio Perm 0.02 0.08
v/c Ratio 0.45 0.10 0.70 0.13 0.64 0.77
Uniform Delay, d1 40.6 38.1 13.6 8.5 48.6 8.1
Progression Factor 1.00 1.00 0.74 0.80 0.63 0.44
Incremental Delay, d2 0.4 0.1 3.3 0.3 3.3 2.0
Delay (s) 41.1 38.2 13.4 7.1 33.7 5.6
Level of Service D D B A C A
Approach Delay (s) 39.5 12.5 7.9
Approach LOS D B A
Intersection Summary
HCM 2000 Control Delay 13.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
Scenario 2: Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 175 209 655 0 0 1050
Future Volume (vph) 175 209 655 0 0 1050
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 12 9
Total Lost time (s) 5.1 5.1 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1750 1565 1663 1604
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1750 1565 1663 1604
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 175 209 655 0 0 1050
RTOR Reduction (vph) 0 171 0 0 0 0
Lane Group Flow (vph) 175 38 655 0 0 1050
Confl. Peds. (#/hr) 28
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 10.5 10.5 35.2 35.2
Effective Green, g (s) 10.0 10.0 35.7 35.7
Actuated g/C Ratio 0.18 0.18 0.65 0.65
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 318 284 1079 1041
v/s Ratio Prot c0.10 0.39 c0.65
v/s Ratio Perm 0.02
v/c Ratio 0.55 0.13 0.61 1.01
Uniform Delay, d1 20.5 18.9 5.6 9.6
Progression Factor 1.00 1.00 1.16 1.22
Incremental Delay, d2 1.6 0.2 1.7 25.2
Delay (s) 22.1 19.0 8.2 37.0
Level of Service C B A D
Approach Delay (s) 20.4 8.2 37.0
Approach LOS C A D
Intersection Summary
HCM 2000 Control Delay 24.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.91
Actuated Cycle Length (s) 55.0 Sum of lost time (s) 9.3 Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, t t
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
Scenario 2: Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 49 43 612 190 230 995
Future Volume (vph) 49 43 612 190 230 995
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 12 10 12 9 10
Total Lost time (s) 4.1 4.1 4.2 3.5 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.97 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1750 1515 1589 1524 1663
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1750 1515 1589 1524 1663
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 49 43 612 190 230 995
RTOR Reduction (vph) 0 31 8 0 0 0
Lane Group Flow (vph) 49 12 794 0 230 995
Confl. Peds. (#/hr) 9 30
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 8 1 2 1 6
Permitted Phases
Actuated Green, G (s) 10.7 32.2 70.1 17.9 91.0
Effective Green, g (s) 10.2 31.7 70.6 17.4 91.5
Actuated g/C Ratio 0.09 0.29 0.64 0.16 0.83
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 162 436 1019 241 1383
v/s Ratio Prot c0.03 0.01 c0.50 c0.15 0.60
v/s Ratio Perm
v/c Ratio 0.30 0.03 0.78 0.95 0.72
Uniform Delay, d1 46.6 28.1 14.1 45.9 3.9
Progression Factor 1.00 1.00 1.00 0.99 0.54
Incremental Delay, d2 1.3 0.0 5.9 23.7 1.2
Delay (s) 47.9 28.1 20.0 69.3 3.3
Level of Service D C C E A
Approach Delay (s) 38.6 20.0 15.7
Approach LOS D C B
Intersection Summary
HCM 2000 Control Delay 18.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "it
Appendix G-3:

Scenario 3 HCM 2000 Intersection
Results
FEHR,f PEERS
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 25 30 245 21 0 73 0 287 23 0 57 0
Future Volume (vph) 25 30 245 21 0 73 0 287 23 0 57 0
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 9 12 9 12 12 10 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.2 4.5
Lane Util. Factor 0.95 *0.75 1.00 1.00 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3278 2175 1565 1350 1588 1481 3129
Flt Permitted 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3278 2175 1565 1350 1588 1481 3129
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 25 30 245 21 0 73 0 287 23 0 57 0
RTOR Reduction (vph) 0 0 0 0 0 68 0 0 12 0 0 0
Lane Group Flow (vph) 0 55 245 21 0 5 0 287 11 0 57 0
Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA Perm NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3 2
Actuated Green, G (s) 15.4 31.0 8.0 8.0 53.7 53.7 38.9
Effective Green, g (s) 14.4 30.0 7.5 7.5 53.2 53.7 38.4 Actuated g/C Ratio 0.13 0.27 0.07 0.07 0.48 0.49 0.35
Clearance Time (s) 3.6 4.1 4.1 4.2 4.2 4.0
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0 3.0
Lane Grp Cap (vph) 429 593 106 92 768 722 1092
v/s Ratio Prot 0.02 c0.11 c0.01 c0.18 0.02
v/s Ratio Perm 0.00 0.01
v/c Ratio 0.13 0.41 0.20 0.05 0.37 0.02 0.05
Uniform Delay, d1 42.3 32.8 48.4 47.9 17.9 14.5 23.7
Progression Factor 0.96 0.97 1.00 1.00 0.87 1.00 0.54
Incremental Delay, d2 0.1 0.3 0.7 0.2 1.4 0.0 0.1
Delay (s) 40.6 32.0 49.1 48.1 17.0 14.6 12.9
Level of Service D C D D B B B
Approach Delay (s) 33.6 48.3 16.8 12.9
Approach LOS C D B B
Intersection Summary
HCM 2000 Control Delay 27.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 20.7 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' t 7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 15 0 10 9 256 26 16 280 27 44 0 16 Future Volume (vph) 15 0 10 9 256 26 16 280 27 44 0 16
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 11 12 9 9 11 9 10 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.2 5.2 4.0 5.2 4.7 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.93 1.00 1.00 0.87 0.85 Flpb, ped/bikes 0.57 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.96
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (prot) 863 1450 1509 1588 1343 1509 1647 1301 1403 Flt Permitted 0.72 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (perm) 653 1450 1509 1588 1343 1509 1647 1301 1403 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 15 0 10 9 256 26 16 280 27 44 0 16
RTOR Reduction (vph) 0 9 0 0 0 8 0 0 8 0 57 0
Lane Group Flow (vph) 15 1 0 9 256 18 16 280 19 0 3 0
Confl. Peds. (#/hr) 71 3 25 50 3 71
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Perm Prot Prot Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2 6
Actuated Green, G (s) 8.4 8.4 1.6 74.9 74.9 4.0 77.3 77.3 6.4 Effective Green, g (s) 8.4 8.4 1.1 74.4 74.4 3.5 76.8 77.3 5.9 Actuated g/C Ratio 0.08 0.08 0.01 0.68 0.68 0.03 0.70 0.70 0.05 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.5 2.0 Lane Grp Cap (vph) 49 110 15 1074 908 48 1149 914 75
v/s Ratio Prot 0.00 0.01 0.16 c0.01 c0.17 c0.00
v/s Ratio Perm c0.02 0.01 0.01
v/c Ratio 0.31 0.01 0.60 0.24 0.02 0.33 0.24 0.02 0.04
Uniform Delay, d1 48.0 46.9 54.2 6.9 5.8 52.1 6.0 4.9 49.4 Progression Factor 1.00 1.00 0.87 0.82 1.00 1.53 0.11 1.00 1.00 Incremental Delay, d2 1.3 0.0 36.0 0.5 0.0 1.4 0.5 0.0 0.1 Delay (s) 49.3 47.0 83.1 6.1 5.9 81.2 1.1 5.0 49.5
Level of Service D D F A A F A A D
Approach Delay (s) 48.4 8.5 5.4 49.5
Approach LOS D A A D
Intersection Summary
HCM 2000 Control Delay 12.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.8 Intersection Capacity Utilization 44.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
--~ t ~ ~ t
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 4 287 2 2 309
Future Volume (vph) 0 4 287 2 2 309
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 10 10 10 12 9 10
Total Lost time (s) 4.0 5.2 4.7 4.0 5.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.95 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1400 1647 1427 1509 1594
Flt Permitted 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1400 1647 1427 1509 1594
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 0 4 287 2 2 309
RTOR Reduction (vph) 0 4 0 1 0 0
Lane Group Flow (vph) 0 0 287 1 2 309
Confl. Peds. (#/hr) 20 17
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Perm Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2 2
Actuated Green, G (s) 2.0 39.7 39.7 1.6 44.8
Effective Green, g (s) 1.5 39.2 39.7 1.1 44.3
Actuated g/C Ratio 0.03 0.71 0.72 0.02 0.81
Clearance Time (s) 3.5 4.7 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5
Lane Grp Cap (vph) 38 1173 1030 30 1283
v/s Ratio Prot 0.17 0.00 c0.19
v/s Ratio Perm c0.00 0.00
v/c Ratio 0.00 0.24 0.00 0.07 0.24
Uniform Delay, d1 26.0 2.7 2.1 26.4 1.3
Progression Factor 1.00 0.34 0.40 1.30 0.74
Incremental Delay, d2 0.0 0.5 0.0 0.3 0.4
Delay (s) 26.0 1.4 0.8 34.7 1.4
Level of Service C A A C A
Approach Delay (s) 26.0 1.4 1.6
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 1.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 55.0 Sum of lost time (s) 13.2 Intersection Capacity Utilization 35.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 4 2 287 0 0 309
Future Volume (vph) 4 2 287 0 0 309
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 12 9
Total Lost time (s) 5.1 5.1 5.2 5.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1732 1550 1647 1588
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1732 1550 1647 1588
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 4 2 287 0 0 309
RTOR Reduction (vph) 0 2 0 0 0 0
Lane Group Flow (vph) 4 0 287 0 0 309
Confl. Peds. (#/hr) 11
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 1.8 1.8 43.9 43.9
Effective Green, g (s) 1.3 1.3 43.4 43.4
Actuated g/C Ratio 0.02 0.02 0.79 0.79
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 40 36 1299 1253
v/s Ratio Prot c0.00 0.17 c0.19
v/s Ratio Perm 0.00
v/c Ratio 0.10 0.00 0.22 0.25
Uniform Delay, d1 26.3 26.2 1.5 1.5
Progression Factor 1.00 1.00 0.87 0.21
Incremental Delay, d2 0.8 0.0 0.4 0.5
Delay (s) 27.1 26.2 1.7 0.8
Level of Service C C A A
Approach Delay (s) 26.8 1.7 0.8
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 1.5 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 55.0 Sum of lost time (s) 10.3 Intersection Capacity Utilization 33.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, t t
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
A.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 2 1 286 20 11 302
Future Volume (vph) 2 1 286 20 11 302
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 12 10 12 9 10
Total Lost time (s) 4.1 4.1 5.2 3.5 5.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.99 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1732 1500 1629 1509 1647
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1732 1500 1629 1509 1647
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 2 1 286 20 11 302
RTOR Reduction (vph) 0 1 1 0 0 0
Lane Group Flow (vph) 2 0 305 0 11 302
Confl. Peds. (#/hr) 2 14
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 8 1 2 1 6
Permitted Phases
Actuated Green, G (s) 1.8 9.0 93.3 3.6 99.9
Effective Green, g (s) 1.3 8.5 92.8 3.1 99.4
Actuated g/C Ratio 0.01 0.08 0.84 0.03 0.90
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 20 115 1374 42 1488
v/s Ratio Prot c0.00 0.00 c0.19 0.01 c0.18
v/s Ratio Perm
v/c Ratio 0.10 0.00 0.22 0.26 0.20
Uniform Delay, d1 53.8 46.8 1.7 52.3 0.6
Progression Factor 1.00 1.00 1.00 0.81 0.45
Incremental Delay, d2 2.7 0.0 0.4 1.2 0.3
Delay (s) 56.4 46.8 2.0 43.5 0.6
Level of Service E D A D A
Approach Delay (s) 53.2 2.0 2.1
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 2.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.22
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.8 Intersection Capacity Utilization 36.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "it
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 87 154 578 26 0 89 0 518 28 0 76 0 Future Volume (vph) 87 154 578 26 0 89 0 518 28 0 76 0
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 9 12 9 12 12 10 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.2 4.5
Lane Util. Factor 0.95 *0.75 1.00 1.00 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3293 2175 1565 1350 1588 1480 3129
Flt Permitted 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3293 2175 1565 1350 1588 1480 3129
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 87 154 578 26 0 89 0 518 28 0 76 0
RTOR Reduction (vph) 0 0 0 0 0 82 0 0 16 0 0 0
Lane Group Flow (vph) 0 241 578 26 0 7 0 518 12 0 76 0
Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA Perm NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3 2
Actuated Green, G (s) 24.4 51.0 10.1 10.1 52.6 52.6 26.8 Effective Green, g (s) 23.4 50.0 9.6 9.6 52.1 52.6 26.3 Actuated g/C Ratio 0.19 0.42 0.08 0.08 0.43 0.44 0.22
Clearance Time (s) 3.6 4.1 4.1 4.2 4.2 4.0
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0 3.0
Lane Grp Cap (vph) 642 906 125 108 689 648 685
v/s Ratio Prot 0.07 c0.27 c0.02 c0.33 0.02
v/s Ratio Perm 0.01 0.01
v/c Ratio 0.38 0.64 0.21 0.07 0.75 0.02 0.11
Uniform Delay, d1 42.0 27.8 51.6 51.1 28.5 19.1 37.5
Progression Factor 0.98 0.88 1.00 1.00 0.62 1.00 0.53
Incremental Delay, d2 0.3 1.2 0.6 0.2 6.8 0.0 0.3
Delay (s) 41.4 25.8 52.2 51.2 24.5 19.1 20.4
Level of Service D C D D C B C
Approach Delay (s) 30.4 51.5 24.2 20.4
Approach LOS C D C C
Intersection Summary
HCM 2000 Control Delay 29.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.7 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' t 7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 74 4 80 11 449 61 97 565 18 17 1 16 Future Volume (vph) 74 4 80 11 449 61 97 565 18 17 1 16 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 11 12 9 9 11 9 10 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 4.2 4.2 4.0 4.2 4.7 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.92 1.00 1.00 0.86 0.71 Flpb, ped/bikes 0.78 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.94
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (prot) 1179 1450 1509 1588 1336 1509 1647 1286 1148 Flt Permitted 0.73 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (perm) 912 1450 1509 1588 1336 1509 1647 1286 1148 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 74 4 80 11 449 61 97 565 18 17 1 16
RTOR Reduction (vph) 0 71 0 0 0 26 0 0 6 0 33 0
Lane Group Flow (vph) 74 13 0 11 449 35 97 565 12 0 1 0 Confl. Peds. (#/hr) 71 3 25 50 3 71
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Perm Prot Prot Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2 6
Actuated Green, G (s) 18.6 18.6 1.6 67.5 67.5 12.8 78.7 78.7 4.8 Effective Green, g (s) 18.6 18.6 1.1 68.0 68.0 12.3 79.2 78.7 4.3 Actuated g/C Ratio 0.16 0.16 0.01 0.57 0.57 0.10 0.66 0.66 0.04 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.5 2.0 Lane Grp Cap (vph) 141 224 13 899 757 154 1087 843 41
v/s Ratio Prot 0.01 0.01 0.28 c0.06 c0.34 c0.00
v/s Ratio Perm c0.08 0.03 0.01
v/c Ratio 0.52 0.06 0.85 0.50 0.05 0.63 0.52 0.01 0.03
Uniform Delay, d1 46.6 43.2 59.4 15.7 11.6 51.7 10.6 7.2 55.8 Progression Factor 1.00 1.00 0.94 0.67 8.23 1.35 0.41 1.00 1.00 Incremental Delay, d2 1.6 0.0 157.0 1.9 0.1 4.8 1.5 0.0 0.1 Delay (s) 48.3 43.3 212.6 12.5 95.3 74.4 5.8 7.2 55.9
Level of Service D D F B F E A A E
Approach Delay (s) 45.6 26.4 15.6 55.9
Approach LOS D C B E
Intersection Summary
HCM 2000 Control Delay 24.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.8 Intersection Capacity Utilization 64.6% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
--~ t ~ ~ t
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 44 46 475 62 46 609
Future Volume (vph) 44 46 475 62 46 609
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 10 10 10 12 9 10
Total Lost time (s) 4.0 4.0 4.2 4.7 4.0 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.95 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1565 1400 1647 1422 1509 1594
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1565 1400 1647 1422 1509 1594
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 44 46 475 62 46 609
RTOR Reduction (vph) 0 42 0 22 0 0
Lane Group Flow (vph) 44 4 475 40 46 609
Confl. Peds. (#/hr) 20 17
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Perm Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2 2
Actuated Green, G (s) 6.0 6.0 39.0 39.0 3.3 45.8
Effective Green, g (s) 5.5 5.5 39.5 39.0 2.8 46.3
Actuated g/C Ratio 0.09 0.09 0.66 0.65 0.05 0.77
Clearance Time (s) 3.5 3.5 4.7 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.0 2.5 2.5 2.0 2.5
Lane Grp Cap (vph) 143 128 1084 924 70 1230
v/s Ratio Prot c0.03 0.29 0.03 c0.38
v/s Ratio Perm 0.00 0.03
v/c Ratio 0.31 0.03 0.44 0.04 0.66 0.50
Uniform Delay, d1 25.5 24.8 4.9 3.8 28.1 2.5
Progression Factor 1.00 1.00 0.71 0.51 0.89 1.60
Incremental Delay, d2 0.4 0.0 1.2 0.1 14.1 1.3
Delay (s) 25.9 24.9 4.7 2.0 39.2 5.3
Level of Service C C A A D A
Approach Delay (s) 25.4 4.4 7.7
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 7.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 67 87 450 0 0 653
Future Volume (vph) 67 87 450 0 0 653
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 12 9
Total Lost time (s) 5.1 5.1 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1732 1550 1647 1588
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1732 1550 1647 1588
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 67 87 450 0 0 653
RTOR Reduction (vph) 0 77 0 0 0 0
Lane Group Flow (vph) 67 10 450 0 0 653
Confl. Peds. (#/hr) 11
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 7.3 7.3 43.4 43.4
Effective Green, g (s) 6.8 6.8 43.9 43.9
Actuated g/C Ratio 0.11 0.11 0.73 0.73
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 196 175 1205 1161
v/s Ratio Prot c0.04 0.27 c0.41
v/s Ratio Perm 0.01
v/c Ratio 0.34 0.06 0.37 0.56
Uniform Delay, d1 24.5 23.7 3.0 3.7
Progression Factor 1.00 1.00 1.41 1.17
Incremental Delay, d2 0.8 0.1 0.8 1.8
Delay (s) 25.3 23.8 5.0 6.1
Level of Service C C A A
Approach Delay (s) 24.5 5.0 6.1
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 8.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.3 Intersection Capacity Utilization 51.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, t t
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 26 20 430 78 160 560
Future Volume (vph) 26 20 430 78 160 560
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 12 10 12 9 10
Total Lost time (s) 4.1 4.1 4.2 3.5 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.98 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1732 1500 1604 1509 1647
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1732 1500 1604 1509 1647
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 26 20 430 78 160 560
RTOR Reduction (vph) 0 15 3 0 0 0
Lane Group Flow (vph) 26 5 505 0 160 560
Confl. Peds. (#/hr) 2 14
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 8 1 2 1 6
Permitted Phases
Actuated Green, G (s) 8.6 29.2 83.1 17.0 103.1
Effective Green, g (s) 8.1 28.7 83.6 16.5 103.6
Actuated g/C Ratio 0.07 0.24 0.70 0.14 0.86
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 116 358 1117 207 1421
v/s Ratio Prot c0.02 0.00 c0.31 c0.11 0.34
v/s Ratio Perm
v/c Ratio 0.22 0.01 0.45 0.77 0.39
Uniform Delay, d1 53.0 34.8 8.1 49.9 1.7
Progression Factor 1.00 1.00 1.00 0.96 0.67
Incremental Delay, d2 1.2 0.0 1.3 13.2 0.7
Delay (s) 54.2 34.9 9.4 61.3 1.9
Level of Service D C A E A
Approach Delay (s) 45.8 9.4 15.1
Approach LOS D A B
Intersection Summary
HCM 2000 Control Delay 13.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "it
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 73 220 587 57 0 118 0 656 48 0 175 0 Future Volume (vph) 73 220 587 57 0 118 0 656 48 0 175 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 9 12 9 12 12 10 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.2 4.5
Lane Util. Factor 0.95 *0.75 1.00 1.00 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3312 2175 1565 1350 1588 1481 3129
Flt Permitted 0.99 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3312 2175 1565 1350 1588 1481 3129
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 73 220 587 57 0 118 0 656 48 0 175 0
RTOR Reduction (vph) 0 0 0 0 0 108 0 0 26 0 0 0
Lane Group Flow (vph) 0 293 587 57 0 10 0 656 22 0 175 0 Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA Perm NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3 2
Actuated Green, G (s) 22.4 51.0 10.8 10.8 53.9 53.9 26.1 Effective Green, g (s) 21.4 50.0 10.3 10.3 53.4 53.9 25.6 Actuated g/C Ratio 0.18 0.42 0.09 0.09 0.44 0.45 0.21
Clearance Time (s) 3.6 4.1 4.1 4.2 4.2 4.0
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0 3.0
Lane Grp Cap (vph) 590 906 134 115 706 665 667
v/s Ratio Prot 0.09 c0.27 c0.04 c0.41 0.06
v/s Ratio Perm 0.01 0.01
v/c Ratio 0.50 0.65 0.43 0.09 0.93 0.03 0.26
Uniform Delay, d1 44.4 28.0 52.0 50.5 31.5 18.5 39.3
Progression Factor 1.00 1.00 1.00 1.00 0.58 0.39 0.38
Incremental Delay, d2 0.5 1.4 1.6 0.2 17.3 0.1 0.9
Delay (s) 44.9 29.4 53.6 50.8 35.6 7.3 16.0
Level of Service D C D D D A B
Approach Delay (s) 34.6 51.7 33.6 16.0
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 34.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.7 Intersection Capacity Utilization 65.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' t 7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 82 3 91 17 597 140 120 670 29 16 5 15 Future Volume (vph) 82 3 91 17 597 140 120 670 29 16 5 15 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 11 12 9 9 11 9 10 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 4.2 4.2 4.0 4.2 4.7 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.93 1.00 1.00 0.85 0.75 Flpb, ped/bikes 0.79 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.94
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (prot) 1190 1450 1509 1588 1343 1509 1647 1279 1209 Flt Permitted 0.73 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (perm) 919 1450 1509 1588 1343 1509 1647 1279 1209 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 82 3 91 17 597 140 120 670 29 16 5 15
RTOR Reduction (vph) 0 79 0 0 0 49 0 0 10 0 35 0
Lane Group Flow (vph) 82 15 0 17 597 91 120 670 19 0 1 0 Confl. Peds. (#/hr) 70 11 23 52 11 70
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Perm Prot Prot Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2 6
Actuated Green, G (s) 18.9 18.9 3.2 65.7 65.7 14.3 76.8 76.8 4.8 Effective Green, g (s) 18.9 18.9 2.7 66.2 66.2 13.8 77.3 76.8 4.3 Actuated g/C Ratio 0.16 0.16 0.02 0.55 0.55 0.12 0.64 0.64 0.04 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.5 2.0 Lane Grp Cap (vph) 144 228 33 876 740 173 1060 818 43
v/s Ratio Prot 0.01 0.01 c0.38 c0.08 0.41 c0.00
v/s Ratio Perm c0.09 0.07 0.01
v/c Ratio 0.57 0.06 0.52 0.68 0.12 0.69 0.63 0.02 0.03
Uniform Delay, d1 46.8 43.0 58.0 19.3 12.9 51.1 12.8 7.9 55.8 Progression Factor 1.00 1.00 0.99 0.63 0.94 1.16 0.80 1.00 1.00 Incremental Delay, d2 3.1 0.0 4.7 3.6 0.3 7.9 2.4 0.0 0.1 Delay (s) 49.8 43.1 62.1 15.9 12.4 67.1 12.7 7.9 55.9
Level of Service D D E B B E B A E
Approach Delay (s) 46.2 16.3 20.5 55.9
Approach LOS D B C E
Intersection Summary
HCM 2000 Control Delay 22.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.8 Intersection Capacity Utilization 70.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
--~ t ~ ~ t
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 58 43 711 121 38 729
Future Volume (vph) 58 43 711 121 38 729
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 10 10 10 12 9 10
Total Lost time (s) 4.0 4.0 4.2 4.7 4.0 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.95 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1565 1400 1647 1420 1509 1594
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1565 1400 1647 1420 1509 1594
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 58 43 711 121 38 729
RTOR Reduction (vph) 0 39 0 30 0 0
Lane Group Flow (vph) 58 4 711 91 38 729
Confl. Peds. (#/hr) 24 18
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Perm Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2 2
Actuated Green, G (s) 6.0 6.0 39.0 39.0 3.3 45.8
Effective Green, g (s) 5.5 5.5 39.5 39.0 2.8 46.3
Actuated g/C Ratio 0.09 0.09 0.66 0.65 0.05 0.77
Clearance Time (s) 3.5 3.5 4.7 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.0 2.5 2.5 2.0 2.5
Lane Grp Cap (vph) 143 128 1084 923 70 1230
v/s Ratio Prot c0.04 c0.43 0.03 c0.46
v/s Ratio Perm 0.00 0.06
v/c Ratio 0.41 0.03 0.66 0.10 0.54 0.59
Uniform Delay, d1 25.7 24.8 6.2 3.9 28.0 2.9
Progression Factor 1.00 1.00 0.79 0.28 0.91 1.50
Incremental Delay, d2 0.7 0.0 2.6 0.2 3.7 1.7
Delay (s) 26.4 24.9 7.5 1.3 29.1 6.0
Level of Service C C A A C A
Approach Delay (s) 25.7 6.6 7.2
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 8.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 64 73 759 0 0 787
Future Volume (vph) 64 73 759 0 0 787
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 12 9
Total Lost time (s) 5.1 5.1 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1732 1550 1647 1588
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1732 1550 1647 1588
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 64 73 759 0 0 787
RTOR Reduction (vph) 0 65 0 0 0 0
Lane Group Flow (vph) 64 8 759 0 0 787
Confl. Peds. (#/hr) 15
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 7.2 7.2 43.5 43.5
Effective Green, g (s) 6.7 6.7 44.0 44.0
Actuated g/C Ratio 0.11 0.11 0.73 0.73
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 193 173 1207 1164
v/s Ratio Prot c0.04 0.46 c0.50
v/s Ratio Perm 0.01
v/c Ratio 0.33 0.05 0.63 0.68
Uniform Delay, d1 24.6 23.8 4.0 4.2
Progression Factor 1.00 1.00 1.71 0.84
Incremental Delay, d2 0.7 0.1 1.9 2.7
Delay (s) 25.3 23.9 8.7 6.3
Level of Service C C A A
Approach Delay (s) 24.6 8.7 6.3
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 8.8 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.3 Intersection Capacity Utilization 59.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, t t
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 18 741 91 87 764
Future Volume (vph) 17 18 741 91 87 764
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 12 10 12 9 10
Total Lost time (s) 4.1 4.1 4.2 3.5 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.99 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1732 1500 1615 1509 1647
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1732 1500 1615 1509 1647
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 17 18 741 91 87 764
RTOR Reduction (vph) 0 15 2 0 0 0
Lane Group Flow (vph) 17 3 830 0 87 764
Confl. Peds. (#/hr) 2 19
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 8 1 2 1 6
Permitted Phases
Actuated Green, G (s) 8.6 21.6 90.7 9.4 103.1
Effective Green, g (s) 8.1 21.1 91.2 8.9 103.6
Actuated g/C Ratio 0.07 0.18 0.76 0.07 0.86
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 116 263 1227 111 1421
v/s Ratio Prot c0.01 0.00 c0.51 c0.06 0.46
v/s Ratio Perm
v/c Ratio 0.15 0.01 0.68 0.78 0.54
Uniform Delay, d1 52.7 40.8 7.1 54.6 2.1
Progression Factor 1.00 1.00 1.00 1.01 0.61
Incremental Delay, d2 0.7 0.0 3.0 22.5 1.1
Delay (s) 53.4 40.9 10.1 77.5 2.4
Level of Service D D B E A
Approach Delay (s) 47.0 10.1 10.1
Approach LOS D B B
Intersection Summary
HCM 2000 Control Delay 10.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "it
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 107 229 842 71 0 129 0 789 100 0 176 0 Future Volume (vph) 107 229 842 71 0 129 0 789 100 0 176 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 9 12 9 12 12 10 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.2 4.5
Lane Util. Factor 0.95 *0.75 1.00 1.00 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3333 2197 1580 1363 1604 1495 3160
Flt Permitted 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3333 2197 1580 1363 1604 1495 3160
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 107 229 842 71 0 129 0 789 100 0 176 0
RTOR Reduction (vph) 0 0 0 0 0 120 0 0 31 0 0 0
Lane Group Flow (vph) 0 336 842 71 0 9 0 789 69 0 176 0 Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA Perm NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3 2
Actuated Green, G (s) 33.1 63.1 11.5 11.5 66.5 66.5 36.3 Effective Green, g (s) 32.1 62.1 11.0 11.0 66.0 66.5 35.8 Actuated g/C Ratio 0.21 0.41 0.07 0.07 0.44 0.44 0.24
Clearance Time (s) 3.6 4.1 4.1 4.2 4.2 4.0
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0 3.0
Lane Grp Cap (vph) 713 909 115 99 705 662 754
v/s Ratio Prot 0.10 c0.38 c0.04 c0.49 0.06
v/s Ratio Perm 0.01 0.05
v/c Ratio 0.47 0.93 0.62 0.10 1.12 0.10 0.23
Uniform Delay, d1 51.5 41.8 67.5 64.9 42.0 24.4 46.0
Progression Factor 1.00 1.00 1.00 1.00 0.41 0.15 0.74
Incremental Delay, d2 0.4 15.0 8.2 0.3 65.9 0.2 0.7
Delay (s) 51.9 56.7 75.6 65.2 83.3 3.7 34.8
Level of Service D E E E F A C
Approach Delay (s) 55.4 68.9 74.4 34.8
Approach LOS E E E C
Intersection Summary
HCM 2000 Control Delay 61.9 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 21.7 Intersection Capacity Utilization 73.8% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' t 7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 99 3 119 12 738 126 189 865 35 32 3 11 Future Volume (vph) 99 3 119 12 738 126 189 865 35 32 3 11 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 11 12 9 9 11 9 10 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 4.2 4.2 4.0 4.2 4.7 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.92 1.00 1.00 0.62 0.81 Flpb, ped/bikes 0.54 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.97
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (prot) 826 1464 1524 1604 1340 1524 1663 940 1347 Flt Permitted 0.73 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.96 Satd. Flow (perm) 632 1464 1524 1604 1340 1524 1663 940 1347 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 99 3 119 12 738 126 189 865 35 32 3 11
RTOR Reduction (vph) 0 101 0 0 0 34 0 0 11 0 44 0
Lane Group Flow (vph) 99 21 0 12 738 92 189 865 24 0 2 0 Confl. Peds. (#/hr) 151 22 121 151
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Perm Prot Prot Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2 6
Actuated Green, G (s) 23.2 23.2 3.2 78.5 78.5 25.6 100.9 100.9 6.4 Effective Green, g (s) 23.2 23.2 2.7 79.0 79.0 25.1 101.4 100.9 5.9 Actuated g/C Ratio 0.15 0.15 0.02 0.53 0.53 0.17 0.68 0.67 0.04 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.5 2.0 Lane Grp Cap (vph) 97 226 27 844 705 255 1124 632 52
v/s Ratio Prot 0.01 0.01 c0.46 0.12 c0.52 c0.00
v/s Ratio Perm c0.16 0.07 0.03
v/c Ratio 1.02 0.09 0.44 0.87 0.13 0.74 0.77 0.04 0.03
Uniform Delay, d1 63.4 54.4 72.9 31.1 18.0 59.4 16.4 8.2 69.3 Progression Factor 1.00 1.00 0.86 0.63 0.68 0.77 0.51 0.84 1.00 Incremental Delay, d2 97.1 0.1 3.1 9.5 0.3 7.4 3.9 0.1 0.1 Delay (s) 160.5 54.5 65.5 29.2 12.5 53.4 12.2 7.0 69.4
Level of Service F D E C B D B A E
Approach Delay (s) 101.9 27.3 19.2 69.4
Approach LOS F C B E
Intersection Summary
HCM 2000 Control Delay 31.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.85
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 16.8 Intersection Capacity Utilization 81.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
--~ t ~ ~ t
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 99 107 769 177 92 883
Future Volume (vph) 99 107 769 177 92 883
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 10 10 10 12 9 10
Total Lost time (s) 4.0 4.0 4.2 4.7 4.0 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.93 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1580 1414 1663 1406 1524 1610
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1580 1414 1663 1406 1524 1610
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 99 107 769 177 92 883
RTOR Reduction (vph) 0 95 0 41 0 0
Lane Group Flow (vph) 99 12 769 136 92 883
Confl. Peds. (#/hr) 41 26
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Perm Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2 2
Actuated Green, G (s) 8.6 8.6 46.6 46.6 8.1 58.2
Effective Green, g (s) 8.1 8.1 47.1 46.6 7.6 58.7
Actuated g/C Ratio 0.11 0.11 0.63 0.62 0.10 0.78
Clearance Time (s) 3.5 3.5 4.7 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.0 2.5 2.5 2.0 2.5
Lane Grp Cap (vph) 170 152 1044 873 154 1260
v/s Ratio Prot c0.06 0.46 0.06 c0.55
v/s Ratio Perm 0.01 0.10
v/c Ratio 0.58 0.08 0.74 0.16 0.60 0.70
Uniform Delay, d1 31.8 30.1 9.7 6.0 32.2 3.9
Progression Factor 1.00 1.00 1.00 1.11 1.03 1.15
Incremental Delay, d2 3.3 0.1 3.8 0.3 2.5 2.0
Delay (s) 35.1 30.2 13.4 6.9 35.7 6.5
Level of Service D C B A D A
Approach Delay (s) 32.5 12.2 9.3
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 12.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 67.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 155 192 754 0 0 982
Future Volume (vph) 155 192 754 0 0 982
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 12 9
Total Lost time (s) 5.1 5.1 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1750 1565 1663 1604
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1750 1565 1663 1604
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 155 192 754 0 0 982
RTOR Reduction (vph) 0 166 0 0 0 0
Lane Group Flow (vph) 155 26 754 0 0 982
Confl. Peds. (#/hr) 35
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 10.6 10.6 55.1 55.1
Effective Green, g (s) 10.1 10.1 55.6 55.6
Actuated g/C Ratio 0.13 0.13 0.74 0.74
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 235 210 1232 1189
v/s Ratio Prot c0.09 0.45 c0.61
v/s Ratio Perm 0.02
v/c Ratio 0.66 0.12 0.61 0.83
Uniform Delay, d1 30.8 28.6 4.6 6.5
Progression Factor 1.00 1.00 1.69 0.69
Incremental Delay, d2 5.9 0.2 0.9 5.1
Delay (s) 36.7 28.7 8.7 9.5
Level of Service D C A A
Approach Delay (s) 32.3 8.7 9.5
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 13.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 9.3 Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, t t
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
Weekend Midday Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 34 64 690 259 319 818
Future Volume (vph) 34 64 690 259 319 818
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 12 10 12 9 10
Total Lost time (s) 4.1 3.5 4.2 3.5 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.96 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1750 1515 1559 1524 1663
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1750 1515 1559 1524 1663
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 34 64 690 259 319 818
RTOR Reduction (vph) 0 44 6 0 0 0
Lane Group Flow (vph) 34 20 943 0 319 818
Confl. Peds. (#/hr) 6 47
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 1 8 2 1 6
Permitted Phases
Actuated Green, G (s) 10.6 50.9 91.4 36.7 131.1
Effective Green, g (s) 10.1 46.3 91.9 36.2 131.6
Actuated g/C Ratio 0.07 0.31 0.61 0.24 0.88
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 117 467 955 367 1459
v/s Ratio Prot c0.02 0.01 c0.60 c0.21 0.49
v/s Ratio Perm
v/c Ratio 0.29 0.04 0.99 0.87 0.56
Uniform Delay, d1 66.5 36.3 28.5 54.6 2.2
Progression Factor 1.00 1.00 1.00 1.02 0.88
Incremental Delay, d2 1.7 0.0 26.2 11.8 0.9
Delay (s) 68.2 36.3 54.7 67.3 2.9
Level of Service E D D E A
Approach Delay (s) 47.4 54.7 20.9
Approach LOS D D C
Intersection Summary
HCM 2000 Control Delay 36.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.90
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 92.4% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group
__ "it
HCM Signalized Intersection Capacity Analysis
9: Shellmound Street & Christie Av 03/15/2024
Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 118 265 812 91 0 193 0 860 95 0 219 0 Future Volume (vph) 118 265 812 91 0 193 0 860 95 0 219 0 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 11 10 12 9 12 9 12 12 10 12
Total Lost time (s) 4.6 4.6 4.6 4.6 4.7 4.2 4.5
Lane Util. Factor 0.95 *0.75 1.00 1.00 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3335 2197 1580 1363 1604 1495 3160
Flt Permitted 0.98 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3335 2197 1580 1363 1604 1495 3160
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 118 265 812 91 0 193 0 860 95 0 219 0
RTOR Reduction (vph) 0 0 0 0 0 177 0 0 31 0 0 0
Lane Group Flow (vph) 0 383 812 91 0 16 0 860 64 0 219 0 Confl. Bikes (#/hr) 7 2 2
Turn Type Split NA custom Prot Perm NA Perm NA
Protected Phases 4 4 4 5 3 2 6
Permitted Phases 3 2
Actuated Green, G (s) 31.6 61.5 12.9 12.9 67.4 67.4 37.3 Effective Green, g (s) 30.6 60.5 12.4 12.4 66.9 67.4 36.8 Actuated g/C Ratio 0.20 0.40 0.08 0.08 0.45 0.45 0.25
Clearance Time (s) 3.6 4.1 4.1 4.2 4.2 4.0
Vehicle Extension (s) 2.5 2.5 2.5 3.0 3.0 3.0
Lane Grp Cap (vph) 680 886 130 112 715 671 775
v/s Ratio Prot 0.11 c0.37 c0.06 c0.54 0.07
v/s Ratio Perm 0.01 0.04
v/c Ratio 0.56 0.92 0.70 0.14 1.20 0.10 0.28
Uniform Delay, d1 53.7 42.4 67.0 63.9 41.5 23.8 45.9
Progression Factor 1.00 1.00 1.00 1.00 0.51 0.43 0.81
Incremental Delay, d2 0.9 13.9 14.1 0.4 100.0 0.2 0.9
Delay (s) 54.6 56.3 81.1 64.3 121.2 10.3 38.0
Level of Service D E F E F B D
Approach Delay (s) 55.7 69.7 110.2 38.0
Approach LOS E E F D
Intersection Summary
HCM 2000 Control Delay 75.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.93
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 21.7 Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
t
+ft 7'7' t 7' tt
HCM Signalized Intersection Capacity Analysis
10: Shellmound Street & Ohlone Way & Hotel Entrance 03/15/2024 Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations
Traffic Volume (vph) 100 3 185 32 736 108 216 865 41 34 3 46 Future Volume (vph) 100 3 185 32 736 108 216 865 41 34 3 46 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 9 11 12 9 9 11 9 10 12 12 12 12
Total Lost time (s) 4.6 4.6 4.0 4.2 4.2 4.0 4.2 4.7 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.93 1.00 1.00 0.51 0.57 Flpb, ped/bikes 0.49 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 0.93
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.98 Satd. Flow (prot) 750 1464 1524 1604 1358 1524 1663 777 915 Flt Permitted 0.70 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.98 Satd. Flow (perm) 555 1464 1524 1604 1358 1524 1663 777 915 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 100 3 185 32 736 108 216 865 41 34 3 46 RTOR Reduction (vph) 0 164 0 0 0 38 0 0 13 0 79 0
Lane Group Flow (vph) 100 24 0 32 736 70 216 865 28 0 4 0 Confl. Peds. (#/hr) 190 18 158 190
Confl. Bikes (#/hr) 10 1
Turn Type Perm Prot Prot NA Perm Prot NA Perm Prot Prot Protected Phases 8 5 2 1 6 7 7
Permitted Phases 8 2 6
Actuated Green, G (s) 16.8 16.8 5.6 85.5 85.5 23.3 103.2 103.2 8.1 Effective Green, g (s) 16.8 16.8 5.1 86.0 86.0 22.8 103.7 103.2 7.6 Actuated g/C Ratio 0.11 0.11 0.03 0.57 0.57 0.15 0.69 0.69 0.05 Clearance Time (s) 4.6 4.6 3.5 4.7 4.7 3.5 4.7 4.7 3.5
Vehicle Extension (s) 2.0 2.0 2.0 2.5 2.5 2.0 2.5 2.5 2.0 Lane Grp Cap (vph) 62 163 51 919 778 231 1149 534 46
v/s Ratio Prot 0.02 0.02 c0.46 c0.14 0.52 c0.00
v/s Ratio Perm c0.18 0.05 0.04
v/c Ratio 1.61 0.15 0.63 0.80 0.09 0.94 0.75 0.05 0.09
Uniform Delay, d1 66.6 60.1 71.5 25.2 14.4 62.9 14.9 7.6 67.9 Progression Factor 1.00 1.00 0.93 0.91 1.64 1.32 0.60 1.66 1.00 Incremental Delay, d2 338.1 0.2 12.0 5.4 0.2 34.4 3.5 0.1 0.3 Delay (s) 404.7 60.3 78.3 28.3 23.7 117.6 12.4 12.7 68.2 Level of Service F E E C C F B B E
Approach Delay (s) 179.9 29.6 32.7 68.2
Approach LOS F C C E
Intersection Summary
HCM 2000 Control Delay 50.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 16.8 Intersection Capacity Utilization 84.0% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
--~ t ~ ~ t
HCM Signalized Intersection Capacity Analysis
11: Shellmound Street & Bay St 03/15/2024
Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 123 141 735 129 84 927
Future Volume (vph) 123 141 735 129 84 927
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 10 10 10 12 9 10
Total Lost time (s) 4.0 4.0 4.2 4.7 4.0 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.89 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1580 1414 1663 1343 1524 1610
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1580 1414 1663 1343 1524 1610
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 123 141 735 129 84 927
RTOR Reduction (vph) 0 121 0 35 0 0
Lane Group Flow (vph) 123 20 735 94 84 927
Confl. Peds. (#/hr) 65 52
Confl. Bikes (#/hr) 18
Bus Blockages (#/hr) 0 0 0 0 0 8
Turn Type Prot Perm NA Perm Prot NA
Protected Phases 8 2 1 6
Permitted Phases 8 2 2
Actuated Green, G (s) 10.9 10.9 44.6 44.6 7.8 55.9
Effective Green, g (s) 10.4 10.4 45.1 44.6 7.3 56.4
Actuated g/C Ratio 0.14 0.14 0.60 0.59 0.10 0.75
Clearance Time (s) 3.5 3.5 4.7 4.7 3.5 4.7
Vehicle Extension (s) 2.0 2.0 2.5 2.5 2.0 2.5
Lane Grp Cap (vph) 219 196 1000 798 148 1210
v/s Ratio Prot c0.08 0.44 0.06 c0.58
v/s Ratio Perm 0.01 0.07
v/c Ratio 0.56 0.10 0.73 0.12 0.57 0.77
Uniform Delay, d1 30.2 28.2 10.7 6.6 32.3 5.4
Progression Factor 1.00 1.00 0.81 0.37 0.92 1.67
Incremental Delay, d2 2.0 0.1 4.2 0.3 1.6 2.6
Delay (s) 32.1 28.3 12.8 2.7 31.4 11.7
Level of Service C C B A C B
Approach Delay (s) 30.1 11.3 13.3
Approach LOS C B B
Intersection Summary
HCM 2000 Control Delay 14.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.2 Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
12: Shellmound Street & IKEA Exit 03/15/2024
Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 175 209 655 0 0 1050
Future Volume (vph) 175 209 655 0 0 1050
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 13 10 12 12 9
Total Lost time (s) 5.1 5.1 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1750 1565 1663 1604
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1750 1565 1663 1604
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 175 209 655 0 0 1050
RTOR Reduction (vph) 0 179 0 0 0 0
Lane Group Flow (vph) 175 30 655 0 0 1050
Confl. Peds. (#/hr) 28
Confl. Bikes (#/hr) 19
Turn Type Prot Perm NA NA
Protected Phases 8 2 6
Permitted Phases 8
Actuated Green, G (s) 11.3 11.3 54.4 54.4
Effective Green, g (s) 10.8 10.8 54.9 54.9
Actuated g/C Ratio 0.14 0.14 0.73 0.73
Clearance Time (s) 4.6 4.6 4.7 4.7
Vehicle Extension (s) 2.5 2.5 3.0 3.0
Lane Grp Cap (vph) 252 225 1217 1174
v/s Ratio Prot c0.10 0.39 c0.65
v/s Ratio Perm 0.02
v/c Ratio 0.69 0.13 0.54 0.89
Uniform Delay, d1 30.5 28.0 4.4 7.8
Progression Factor 1.00 1.00 1.35 1.09
Incremental Delay, d2 7.4 0.2 1.2 7.4
Delay (s) 38.0 28.2 7.2 16.0
Level of Service D C A B
Approach Delay (s) 32.7 7.2 16.0
Approach LOS C A B
Intersection Summary
HCM 2000 Control Delay 16.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 9.3 Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
_____ "i.,, t t
HCM Signalized Intersection Capacity Analysis
13: Shellmound Street & IKEA Entrance 03/15/2024
Weekend P.M. Peak City of Emeryville Signal Timing 12:00 am 03/15/2024 Proposed Timing Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 49 43 612 190 230 995
Future Volume (vph) 49 43 612 190 230 995
Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800
Lane Width 13 12 10 12 9 10
Total Lost time (s) 4.1 3.5 4.2 3.5 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.97 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1750 1515 1584 1524 1663
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1750 1515 1584 1524 1663
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 49 43 612 190 230 995
RTOR Reduction (vph) 0 32 4 0 0 0
Lane Group Flow (vph) 49 11 798 0 230 995
Confl. Peds. (#/hr) 9 30
Confl. Bikes (#/hr) 20
Turn Type Prot pt+ov NA Prot NA
Protected Phases 8 1 8 2 1 6
Permitted Phases
Actuated Green, G (s) 13.8 44.4 97.9 27.0 127.9
Effective Green, g (s) 13.3 39.8 98.4 26.5 128.4
Actuated g/C Ratio 0.09 0.27 0.66 0.18 0.86
Clearance Time (s) 3.6 4.7 3.0 4.7
Vehicle Extension (s) 3.6 3.6 2.0 3.6
Lane Grp Cap (vph) 155 401 1039 269 1423
v/s Ratio Prot c0.03 0.01 c0.50 c0.15 0.60
v/s Ratio Perm
v/c Ratio 0.32 0.03 0.77 0.86 0.70
Uniform Delay, d1 64.1 40.8 17.9 59.9 3.9
Progression Factor 1.00 1.00 1.00 0.92 1.03
Incremental Delay, d2 1.4 0.0 5.4 11.9 1.4
Delay (s) 65.5 40.8 23.3 66.9 5.4
Level of Service E D C E A
Approach Delay (s) 54.0 23.3 17.0
Approach LOS D C B
Intersection Summary
HCM 2000 Control Delay 21.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 11.8 Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "it
Appendix E
Hazards Memorandum
8801 Folsom Blvd, Suite 265
Sacramento, CA 95826
NCE Project No. 803.11.55
Hazards Memorandum - Adjacent
Regulated Facility Review
40th Street Transit Multi-Modal Project
Federal Project No. STPL 5106(010)
Emeryville, CA
Caltrans Office of Local
Assistance - District 4
Mr. Dan Rivas
111 Grand Avenue #300
Oakland, CA 94612
November 7, 2025
t 1NCE
Hazards Memorandum – Adjacent Regulated Facility Review 40th Street Transit Multi-Modal Project
Federal Project No. STPL 5106(010)
Emeryville, CA
November 7, 2025
Prepared for:

Caltrans Office of Local Assistance
Mr. Dan Rivas
111 Grand Avenue #300
Oakland, CA 94612
Prepared by:

Matthew Kinney
Staff Scientist

Gregory L. Fasiano, P.G.

Vice President
NCE
1003 Cutting Blvd., Suite 110
Pt. Richmond, CA 94804
(510) 215-3620
NCE Project No. 803.11.55
f !NCE Collaboration. Commitment. Confidence.SM
Engineering & Environmental Services www.ncenet.com
40th Street Transit Multi-Modal Project
Table of Contents Emeryville, CA
Hazards Memorandum - Adjacent Regulated Facility Review November 7, 2025 ii
Table of Contents
1 Introduction ..........................................................................................................................3

1.1 Regulatory Review .................................................................................................................... 3

1.1.1 Radius Map Report and Regulatory Database Review ................................................ 3

1.2 Conclusions............................................................................................................................... 8 Attachments
Attachment 1 – Deed Restriction Map
Attachment 2 – EDR Radius Report
40th Street Transit Multi-Modal Project
Emeryville, CA
Hazards Memorandum - Adjacent Regulated Facility Review November 7, 2025 3 1 Introduction
At the request of the Caltrans Office of Local Assistance (Caltrans), NCE prepared this Memorandum discussing potential impacts of regulated properties near the 40th Street Transit Multi-Modal Project (Site, Project) (Figure 1). Caltrans has requested that this Memorandum identify possible hazards that may affect worker safety and future users of the Site related to deed restricted properties that are currently protected by an engineered cap that covers soils impacted with various contaminants as further described below. The planned Project improvements along the Shellmound Street transportation corridor include light poles, pedestrian barricades, traffic signs, and traffic signals. It is assumed that constructing these improvements may involve varying depths of excavations, some of which may be below the cap into soil that may be impacted with heavy metals or other regulated constituents of concern. The thickness of the cap is a minimum of 2.1 feet deep, consisting of the roadway structural section. Hazardous materials are underlying existing infrastructure. The following planned improvements along Shellmound Street could exceed the depth of existing improvements and may reach the top of or the cap or even penetrate the cap completely. These features are identified on Figure 1 and include the following:
• 15-foot tall Pedestrian scaled lighting pole will require foundations that are 2.5-foot diameter and up to 7 feet deep. Intersection lighting will have the same maximum foundation size but support structure itself could be up to 35 feet tall.
• Signal modifications may require excavation to a depth up to 14 feet below ground surface with a diameter of 4 feet. Minor trenching for supporting conduits will be required, typically 30 inches deep and up to 42 inches deep; however, given the potential hazardous materials in the Shellmound Street area, the conduits are planned to be installed within a 24 inch depth, within and not penetrating the bottom of the cap.

1.1 Regulatory Review
The project occurs along Shellmound Street and 40th Street beginning south of Powell Street and extends eastward along 40th Street to Adeline Street (Attachment 1). Based on information provided by Diablo Engineering Group and the City of Emeryville, review of regulatory databases, review of a Radius Report provided by Environmental Data Resources Inc. (EDR), and review of design drawings, some areas slated for improvements overlap with facilities that have previously identified impacted soil and groundwater with multiple regulated chemicals.

1.1.1 Radius Map Report and Regulatory Database Review
NCE conducted a records search using electronic database services provided by EDR, the State Water Resources Control Board’s GeoTracker Database, and the State of California Department of Toxic Substances Control’s EnviroStor database. The Radius Report is a listing of facilities identified on select federal and state standard source environmental databases. NCE reviewed each database in the report. The discussion below details current and former facilities provided in the EDR Report and the online databases GeoTracker and EnviroStor that are adjacent to the project alignment and have stored, used, or had releases to soil and/or groundwater of hazardous substances. The Radius Report is included as Attachment 2. 40th Street Transit Multi-Modal Project
Emeryville, CA
Hazards Memorandum - Adjacent Regulated Facility Review November 7, 2025 4 Previous investigations regarding these facilities that were available in the online databases were reviewed to assess potentially adverse adjacent soil conditions along the Project corridor and evaluate groundwater elevation and flow direction as it pertains to impacts that may affect worker safety and construction. Historical depth to groundwater in the vicinity of the project is approximately 6 to 8 feet below ground surface (bgs), and groundwater flow is generally to the west. Since excavations related to project improvement are likely to reach groundwater, impacts to groundwater in the Site vicinity could potentially affect project construction or worker safety. Soil impacts adjacent to the Site were also reviewed. The following facilities may affect project construction or worker safety where the engineered cap is penetrated. • South Bayfront Shellmound Deed Restriction – 4650, 5500, 5600 Shellmound Street (Formerly 5700 Bay Street)
This former industrial site in Emeryville, California is listed in the EnviroStor database as a voluntary cleanup project. This property is subject to deed restrictions as of 2000. Refer to Figure 1 for the deed restriction boundary (shown as red shading). The site was previously used for paint manufacturing, pesticide manufacturing, and vehicle maintenance, which led to soil and potentially groundwater contamination. The primary contaminants of concern include arsenic, lead, trichloroethylene (TCE), chromium VI, and copper compounds. Site cleanup occurred in 1999-2000 to address concerns primarily related to metals and chlorinated solvents in soil and groundwater. During cleanup operations, over 42,000 tons of contaminated soil and 600,000 gallons of contaminated groundwater were disposed of offsite. The site was certified by DTSC as cleaned up in August 2000, but it remains under operation and maintenance status. A Risk Management Plan (RMP) was approved by DTSC in 2000 which outlined the procedures for long-term operations and monitoring of the site related to the residual levels of hazardous substances that remain at the site.

As outlined in the RMP, the entire site must remain covered with a cap that consists of buildings, paving, or landscaping to prevent exposure to contaminated soils. In landscaped areas, a minimum of 3 feet of clean soil must be placed over a distinctive marker fabric to separate it from underlying impacted soils. This marker fabric must be water permeable, colored distinctly from brown, and have a minimum tensile strength of 50 lbs/foot.

Irrigation systems in landscaped areas must be installed within the clean fill layer. Building owners and ground lessees are responsible for routinely inspecting and maintaining this cover system. Annual inspections are required to ensure the cap remains intact and effective in preventing exposure to contaminated soils.

Project-specific Soil Management Plans (and Groundwater Management Plans) are required for work at the site that involve breaching the cap and subsurface work that could potentially encounter the cap and/or contaminated soils and groundwater.

Site restrictions, required notifications, and prohibited activities are as follows:
• Day care center prohibited
• Elder care center prohibited
• Hospital use prohibited
• Maintain monitoring of groundwater
• No groundwater extraction at any depth without approval • Notify after change of property owner
40th Street Transit Multi-Modal Project
Emeryville, CA
Hazards Memorandum - Adjacent Regulated Facility Review November 7, 2025 5 • Only extraction of groundwater for site remediation permitted • Public or private school for persons under 21 prohibited • Raising of food prohibited
• Requires surface covers
Conclusion: Impacted groundwater and soils associated with the Site are likely to be encountered during subsurface construction activities for the Project.
• Pfizer Pigments/Elementis Pigments – 4650 Shellmound Street (South Bayfront Shellmound Deed Restriction)
This is a 12-acre parcel located at 4650 Shellmound Street. The Site is bordered on the north south and west by industrial facilities. Environmental investigations show soil and groundwater contamination, attributed to leaking underground storage tanks (USTs) that contained petroleum hydrocarbons, volatile organic compounds (VOCs), and semi-volatile organic compounds (SVOCs). Arsenic, lead, and zinc were also detected in proximity to the UST locations.

Three UST removal events have occurred at this Site in 1987, 1989, and 1999 with a total of 14 USTs being removed. Various phases of assessment were completed between 1988 through 2000. A total of 684 cubic yards of impacted soil and 15,000 gallons of excavation water have been removed from the Site. Groundwater monitoring was conducted between 1988 and 1995.

The Site is within an area wide assessment solvent investigation under the jurisdiction of DTSC. The property is incorporated into the Shellmound Properties development and is subject to land use covenants stipulated in the South Bayfront Properties Covenant to Restrict Use of Property. According to the case closure review report in 2010, there was no estimate of hydrocarbon mass in soil. The groundwater monitoring data available from 1988 to 1995 for this site indicate that petroleum hydrocarbons are not the primary contaminant at the Site and that solvents are present in the area and under the supervision of DTSC.

Ongoing environmental management includes periodic groundwater monitoring. The most recent data from monitoring well EBS4, situated near the former UST locations, indicates non-detectable levels of benzene, toluene, ethylbenzene, and xylenes (BTEX), methyl tert-butyl ether (MTBE), diisopropyl ether (DIPE), and tertbutyl alcohol (TBA) since May 2003. The site's status transitioned to 'closed' as of August 22, 2000, according to DTSC records. However, DTSC maintains active oversight of the Corrective Action Plan (CAP) maintenance.

Conclusion: Impacted groundwater and soils associated with the Site are likely to be encountered during subsurface construction activities for the Project.
• Shellmound Venture Deed Restriction – 5555 Shellmound Street The approximately 7.5 acre site is subdivided into three separate parcels and is bisected by Shellmound Street and Temescal Creek. The former Parcel III is located at 5555 Shellmound Street and is occupied by the Marriott Courtyard Hotel. The former Parcel II is a vacant lot immediately south of Parcel III, with Temescal Creek separating the two parcels. Former Parcel I and a portion of the former Parcel II are located on the east side of Shellmound Street and are a part of the Bay Street Emeryville retail complex. This property is subject to deed restrictions as of 1998. Refer to Figure 1 for the deed restriction boundary (shown as dark pink shading). The site 40th Street Transit Multi-Modal Project
Emeryville, CA
Hazards Memorandum - Adjacent Regulated Facility Review November 7, 2025 6 was formerly part of the Judson Steel Corp. founded in 1882. Judson Steel mainly used the site for storage and disposal of slag material. Potential contaminants of concern in soil include beryllium, total chromium, lead, arsenic and PCBs.

There is a “cap” that appears to be primarily the existing pavement and building structures and subject to annual inspection which includes ensuring compliance with an existing Land Use Covenant (LUC).

Results of the last soil investigation in 2019, conducted near the southwestern portion of the intersection of Ohlone way and Shellmound street, indicated no detection of VOCs and classified the soil as non-Resource Conservation and Recovery Act (RCRA) hazardous waste, with Soluble Threshold Limit Concentration (STLC) exceedances for lead, chromium, and cadmium. Maximum total contaminant concentrations were found to be 15 mg/kg for arsenic and 1,100 mg/kg for lead. Based on these results, primary exposure routes for workers were identified as dermal contact, inhalation, and ingestion of soil impacted with lead, chromium, and arsenic.

According to the LUC for the property, the following restrictions apply to the Site:
• Restricted for use as a commercial hotel, commercial office or industrial uses, and surface parking • No residential development for human habitation except for the hotel • No hospitals, health care clinics, or schools for persons under 21 years of age • No drilling for drinking water
• No raising of food
• No activities which will disturb the soil (e.g., excavation, grading, removal, trenching, filling, earth movement or mining) without DTSC’s prior written approval of a Soil Management Plan • No activities which may cause a potential threat to public health and the environment • 30 days advance notification to DTSC of any sale, lease or other conveyance of the property, or an interest in the property to a third person.

Conclusion: Impacted groundwater and soils associated with the Site are likely to be encountered during subsurface construction activities for the Project.
• Shellmound Street Deed Restriction– 4300 Eastshore Highway The site was the construction of a new city street that included existing segments of Shellmound Street and a new overhead bridge structure in the City of Emeryville. The 40th Street overhead bridge construction required excavation of contaminated soils in 1994-1995. Construction of the new city street (Shellmound Street extension) required excavation of contaminated soils in 1995-1996.

The site is subject to deed restrictions as of 1996. Refer to Figure 1 for deed restriction boundary (shown as blue shading). This property was formerly used for steel manufacturing. Soil at this site is contaminated with heavy metals including arsenic, lead, and zinc in the soil, likely from fill material.

The property is covered with asphalt roadway, referred to as “Cap”. No further details are provided in the deed restriction regarding the cap’s structure or layers. Any disturbance or alteration to the cap requires prior written approval from DTSC, and any damage must be promptly repaired and reported. 40th Street Transit Multi-Modal Project
Emeryville, CA
Hazards Memorandum - Adjacent Regulated Facility Review November 7, 2025 7 According to the deed restriction, the following restrictions apply to the Site:
• Day care center prohibited
• Elder care center prohibited
• Hospital use prohibited
• Land use covenant
• No activities which will disturb the soil (e.g., excavation, grading, removal, trenching, filling, earth movement or mining) without DTSC’s prior written approval of a Soil Management Plan • Notify after change of property owner
• Notify damages to remedy and monitoring systems upon discovery • Residence use prohibited
Conclusion: Impacted soils associated with the Site are likely to be encountered during construction activities for the Project.
• Powell Street Plaza- 5500 Eastshore Highway
Powell Street Plaza is located at 5500 Eastshore Highway in Emeryville, California, in Alameda County. The Site is directly adjacent to the north of the Shellmound Venture Deed Restriction, identified in dark pink on Figure 1.

The site has a history of industrial use and contamination from underground storage tanks, including a gas tank spill in the 1970s. Eight underground tanks were removed, and contaminated soil was excavated and treated.

Despite initial remediation efforts, additional contamination was found, prompting further assessment and cleanup activities. A shopping mall was eventually built on the property. Regulatory oversight included Site Screening in 1987 and a Preliminary Assessment Report in 1988. The case was closed in 2001, and no additional information about the site's status or any subsequent environmental activities is available.

Conclusion: Impacted soils associated with the Site may be encountered during construction activities for the Project.
• Myers Drum Company/Meyers Container Corporation- 4500 Shellmound Street Meyers Drum Company is located at 4500 SHellmound Street in Emeryville, California, in Alameda County and was a historical industrial fabricated metal products facility. The online GeoTracker database lists this facility as having potential contaminants of concern that include metals, VOCs, organochlorine pesticides (OCPs), and chlorinated solvents. Reports, investigations, or regulatory correspondence regarding specific details pertaining to impacts at this facility were not available on the GeoTracker database. The HIST UST database lists 2 historical USTs at the Site, one listed as a 3,000-gallon waste UST, and the other listed as a 4,500-gallon waste UST. The HAZNET database indicated that approximately 14 tons of contaminated soil from a site cleanup was disposed of in 2000, .688 tons of oil/water separation sludge was recycled in 1999, 46 tons of inorganic solid waste was disposed of in 1998, and other disposals likely pertaining to the demolition of the former facility structures between 1996 and 1999. The CA HIST Cal-Sites database indicates that as of 1998, 5317 yards of contaminated soil was removed and backfilled with clean soil, and 16 wells (presumably groundwater monitoring wells) we decommissioned, indicating that groundwater monitoring and possibly remediation took place at the facility. 40th Street Transit Multi-Modal Project
Emeryville, CA
Hazards Memorandum - Adjacent Regulated Facility Review November 7, 2025 8 Conclusion: Although no records are provided documenting residual soil impacts remaining at this location, impacted soils may be encountered during construction activities for the Project. • 6707 Bayview Apartments – 6707 Bay Street
6707 Bayview Apartments is located at 6701, 6705, and 6707 Shellmound Street in Emeryville, California. This is the former location of an industrial development dating from 1963 to 1989 that used solvents including 4- methyl-2-pentanone and 2-butanone in the manufacture of tape labels and other industrial printing. These solvents were stored in 3 USTs which were removed in 1989. The Site buildings were demolished in 2019 and the location is undeveloped and vacant. Investigations conmducted between 2014 and 2017 identified elevated concentrations of VOCs in soil and soil vapor beneath this location. A soil vapor extraction system was installed in the southwestern portion of the Site. In 2019 and 2020, excavation of impacted soil was performed at the Site. Post excavation soil and soil vapor sampling were conduicted at the Site, and concentrations of VOCs in soil and soil vapor beneath the facility were found to be below the target cleanup levels set by Alameda County Department of Environmental Health (ACDEH). In February 2020, ACDEH granted no further action to this facility.

Apartment buildings are scheduled to be constructed at this location, and a soil cap is planned for the perimeter of the property, bounded by Shellmound Street on the east, and the Interstate 80 right-of way on the north and west.

1.2 Conclusions
Based on the review of regulatory documents for facilities within and adjacent to the Project, NCE presents the following conclusions:
• Groundwater is unlikely to be encountered in Project construction. • Areas of the Project where construction will occur that are outside of Deed restricted areas are not subject to avoidance/minimization measures.

Attachment 1
Deed Restriction Map
~Legend
el c:;~ South Bayfront Deed Restriction @ Ped Barricade i~ Shellmound Venture Deed Restriction @ Traffic Signal if@~ Shellmound Street Deed Restriction @ Stormdrain '.'; Shellmound and 40th Street Cap {? Traffic Sign
f !NCE 40th Street Multi-Modal Project
Deed Restriction Map
Emeryville, CA
N

A FIGURE
0 1 in.275550 ft. 550 1
ft. ! (!} Light Standard SOURCE JOB NUMBER DRAWN DATE REVISED APPROVED o._ ___________________ _,__B_in-'g'-A_e'-r--'ia_l _Ba'-'s--'e_m_a_,_p ______ S_0_3._1_1_.s_s ____ k_o_ut_h_w_a_ite ____ l_0'-/l_8"-/_20_2_4 ______________ _, Attachment 2
EDR Radius Report
Available upon request