Vallejo City Council
April 22, 2025

ADA Notice This document is available in alternative accessible formats. For more information, please contact the Forms Management Unit at (279) 234-2284, TTY 711, in writing at Forms Management Unit, 1120 N Street, MS-89, Sacramento, CA 95814, or by email at [email protected].

NBI Bridge Number: 23C0248
Enter CE % Rate: 15%
Enter Contingency % Rate: 10%
Direct Costs Indirect Costs* HBP Participating $** Target Dates (month/year)
PE 1,196,000 + $0 = 1,196,000
R/W + =
CON 19,755,000
CE 2,963,250
Cont 1,975,500
CON SUM 24,693,750 + = 24,693,750 12/02/2024
Total Participating Cost 25,889,750
Enter Fed. Match Rate: 88.53% HBP Requested Cost 22,921,000 Summary of HBP Participating Costs
Please indicate the HBP total participating (eligible for reimbursement) costs for this project, rounded to the nearest $1,000. If the amounts below are approved, Caltrans may program the HBP funds needed for this project. New projects must be prioritized before programmed. Other federal funds (RSTP, ATP, etc.) needed for this project should be shown in the Exhibit 7-B Field Review form, Chapter 7 of the LAPM.

Target dates represent a commitment by the local agency when the project will need HBP funding. Failure to meet target dates may cause funds to be reprogrammed to other projects by other local agencies. The reprogramming of HBP funds is at the discretion of Caltrans. Federal Fiscal Years (FFY) are from October 1 - September 30. All programming is done by FFY.

PE = Preliminary Engineering (Not to exceed 25% of CON and consultant contract management and quality assurance not to exceed 15% of consultant costs).

R/W = Right of Way
CE = Construction Engineering (Not to exceed 15% of CON).

CON = Construction
Cont = Contingency (including supplement work) not to exceed 25% (preliminary estimate) nor 10% of CON for final design. * See Chapter 5 Invoicing , of the LAPM for approval of indirect costs. **
Participating costs exclude ineligible work items. Please review the HBP Program Guidelines for reimbursable scopes of work and program cost limits. Other federal funds will be shown in the Exhibit 7-B Field Review Form, Chapter 7 of the LAPM. 17,489,102
2,623,365
1,748,910
21,861,377
1,058,819
=88.53% (grant amount)
TOTAL PROJECT $
STATE OF CALIFORNIA • DEPARTMENT OF TRANSPORTATION

HBP SCOPE/COST/SCHEDULE CHANGE REQUEST
DOT LAPG 6-D (NEW 05/2019)
Local Assistance Program Guidelines

ADA Notice This document is available in alternative accessible formats. For more information, please contact the Forms Management Unit at (279) 234-2284, TTY 711, in writing at Forms Management Unit, 1120 N Street, MS-89, Sacramento, CA 95814, or by email at [email protected].

Local Agency Certification

Caltrans, please notify this agency to confirm this project requested scope/cost/schedule changes for this project have been incorporated in the HBP Multi-Year Plan. I understand that reimbursable work shall not commence until a Request for Authorization (E76) has been processed by Caltrans and a notice to proceed has been received by this agency.

I certify that this project is in compliance with the Highway Bridge Program, Chapter 6 of the Local Assistance Program Guidelines.

One original of this application (with attachments) and one electronic copy will be included in the transmittal package to the DLAE.

Local Agency Project Manager (print)
Sam Kumar
Local Agency Project Manager (signature) Date
11/18/2024
Attachments: (only if question #2 is answered “No”)

1) LAPG 6-B HBP Special Cost Approval Checklist, Chapter 6 of the LAPG 2) Other:
3) Request for Authorization is included in this application package for expedited processing? YES NO
Thank you for assembling the application package. Please send this package to your DLAE for review. Please e-mail your suggestions to improve this form to [email protected] or [email protected].

For Caltrans use only:

I have reviewed this application for completeness and have forwarded copies to the Office of Bridge Bond and Safety Programs and Structures Local Assistance, as needed. (check one).

Program Management and Structures Local Assistance, as needed. (check one) I recommend approval. (attach comments as needed)
I do not recommend approval for the following reasons: See attached memo / email to the Office of Bridge, Bond and Safety Programs.

I request SLA review of this application for the following reason: (attach memo / email justifying increased Caltrans oversight).

DLAE or authorized staff (print)
DLAE or authorized staff (signature) Date
Digitally signed by Akul Kumar
DN: cn=Akul Kumar, o, ou, [email protected], c=US Date: 2024.11.18 10:11:17 -08'00'

HERMAN SEALEY
11/18/2024
This Message Is From an External Sender
This message came from outside your organization.

From: Sealey, Herman@DOT
To: Sam Kumar
Cc: Nyam, Jonathan@DOT
Subject: Approval - 2024-11-18 LAPG 6-D Mare Island Causeway - BPMP-5030(060) Date: Thursday, November 21, 2024 10:27:01 AM
Attachments: image001.png
image002.png
image003.png
image005.png
image006.png
24-11-18 LAPG 6-D_23C0248 _Mare Island Causeway -BPMP5030(060).pdf Hello Sam
As promised in the previous email, I made representations on your behalf for the city to at least get something that would assure that it is OK to proceed with contract award, if your 6-D submittal could not be expedited.

The district’s representation had positive results. HBP managers have reviewed the LAPG 6-D dated 11/18/2024 for cost increase at award and approved it. The additional funds have been programmed in FFY 25/26. To authorize the additional CON funds, the City may request an advancement of funds after March 30 th , 2025, when EPSP/Post-Programming opens for the HBP.

You have the information needed to proceed with your construction contract.

Attached is a copy of the approved LAPG 6-D.

Herman Sealey
Senior Transportation Engineer
D4 Office of Local Assistance
North Bay and HBP
(510) 926-0556
Teleworking: Monday, Thursday, and Friday
From: Sam Kumar <[email protected]>
Sent: Monday, November 18, 2024 4:59 PM
To: Sealey, Herman@DOT <[email protected]>
Cc: Nyam, Jonathan@DOT <[email protected]>; Jensen, Roberta B@DOT <[email protected]>; Meharena, Ephrem@DOT <[email protected]>
Subject: RE: BPMP-5030(060) DRAFT 6-D
EXTERNAL EMAIL. Links/attachments may not be safe.

Ok Sir.

Understood.

Sent via the Samsung Galaxy S8, on the move
-------- Original message --------
From: "Sealey, Herman@DOT" <[email protected]
>
Date: 11/18/24 4:53 PM (GMT-08:00)
To: Sam Kumar <[email protected]
>
Cc: "Nyam, Jonathan@DOT" <[email protected]>, "Jensen, Roberta B@DOT" <[email protected]>, "Meharena, Ephrem@DOT" <[email protected]> Subject: RE: BPMP-5030(060) DRAFT 6-D
Hello Sam The 6-D documents were submitted to HBP today and I will await a response from them. As mentioned in our recent meeting, it could take three months to get 6-D approval. However, I will make representations on your behalf to see if Hello Sam
The 6-D documents were submitted to HBP today and I will await a response from them. As mentioned in our recent meeting, it could take three months to get 6-D approval. However, I will make representations on your behalf to see if you can get something that would assure you that it is OK to proceed with contract award.

I think that the extensive supporting information you provided following our meeting enhances the likelihood of getting HBP’s approval. My experience is that HBP is always helpful to agencies to get their projects completed, but I cannot give a commitment on behalf on the HBP.

Herman Sealey
Senior Transportation Engineer
D4 Office of Local Assistance
North Bay and HBP
(510) 926-0556
Teleworking: Monday, Thursday, and Friday
From: Sam Kumar <[email protected]
>
Sent: Monday, November 18, 2024 10:21 AM
To: Nyam, Jonathan@DOT <[email protected]>
Cc: Sealey, Herman@DOT <[email protected]>
Subject: RE: BPMP-5030(060) DRAFT 6-D
Importance: High
EXTERNAL EMAIL. Links/attachments may not be safe.

Hi Jonathan,
Attached are the documents exhibit 6-D, 6-B, and Bid Funds explanation document.

We have only 45 days from bid opening to let the contractor know if we are going to award the contract for the project per our municipal code and public contract code unless a protest if filed.

You may have encountered this situation on other projects. Please let me know how to handle the project contract since the contractor will ask for revised bid prices if we go beyond the stipulated time mentioned above if we ask to hold the bid prices for longer period.

Please let me know if you have any questions.

Regards,
Sam Kumar
Senior Civil Engineer
City of Vallejo | Public Works Department Engineering Division 555 Santa Clara Street, Vallejo, CA 94590
Office: (707) 648-4432 | [email protected]

From: Nyam, Jonathan@DOT <[email protected]>
Sent: Friday, November 15, 2024 9:42 AM
To: Sam Kumar <[email protected]>
Cc: Sealey, Herman@DOT <[email protected]>
Subject: RE: BPMP-5030(060) DRAFT 6-D
Good morning Sam, A couple of things needs to be fixed. LAPG 6-D document. (pg 1 of 5) Please add in the reason section. Following the red arrow. “Please refer to the Bid funds explanation document for more details. ” Bid funds explanation document.

Good morning Sam,
A couple of things needs to be fixed.

LAPG 6-D document. (pg 1 of 5)
Please add in the reason section. Following the red arrow. “Please refer to the Bid funds explanation document for more details.” Bid funds explanation document.

Please add in the Bid funds explanation document. Following the red arrow.

Please mention in your own words. “The agency staff contacted the remaining 12 planholders who did not bid. Some planholders mention they were busy.”
Once you make the changes. Please review the LAPG 6-D and LAPG 6-B. Please print name, sign, and fill in the date for both documents are return them as soon as possible.

Please let me know if you need any further clarification or have any additional questions.

Thank you,
Jonathan Nyam
Area Engineer | Solano County| Sonoma County
Office of Local Assistance
Caltrans | District 4
111 Grand Ave
Oakland, CA 94612
(510) 907-1277
[email protected]
Teleworking: Monday, Thursday, and Friday
From: Sam Kumar <[email protected]>
Sent: Thursday, November 14, 2024 3:21 PM
To: Sealey, Herman@DOT <[email protected]>; Nyam, Jonathan@DOT <[email protected]> Subject: RE: BPMP-5030(060) DRAFT 6-D
Importance: High
EXTERNAL EMAIL. Links/attachments may not be safe.

Hi Herman, Jonathan,
Please see documents ready for sending in 6-D exhibit. Please let me know if you have any questions.

I will sign the 6-D once I receive OK from Caltrans.

Regards,
Sam Kumar
Senior Civil Engineer
City of Vallejo | Public Works Department Engineering Division 555 Santa Clara Street, Vallejo, CA 94590
Office: (707) 648-4432 | [email protected]

From: Sealey, Herman@DOT <[email protected]>
Sent: Wednesday, November 13, 2024 1:14 PM
To: Sam Kumar <[email protected]>; Nyam, Jonathan@DOT <[email protected]> Subject: RE: BPMP-5030(060) DRAFT 6-D
Please review. We will talk Herman Sealey Senior Transportation Engineer D4 Office of Local Assistance North Bay and HBP (510) 926-0556 Teleworking: Monday, Thursday, and Friday From: Sam Kumar <Sam. Kumar@ cityofvallejo. net> Sent: Wednesday, Please review. We will talk
Herman Sealey
Senior Transportation Engineer
D4 Office of Local Assistance
North Bay and HBP
(510) 926-0556
Teleworking: Monday, Thursday, and Friday
From: Sam Kumar <[email protected]
>
Sent: Wednesday, November 13, 2024 12:58 PM
To: Sealey, Herman@DOT <[email protected]>; Nyam, Jonathan@DOT <[email protected]> Subject: BPMP-5030(060) DRAFT 6-D
Importance: High
EXTERNAL EMAIL. Links/attachments may not be safe.

Hi Herman,
Attached is the draft 6-D with explanations as attachment. Please review and provide your comments.

Regards,
Sam Kumar
Senior Civil Engineer
City of Vallejo | Public Works Department Engineering Division 555 Santa Clara Street, Vallejo, CA 94590
Office: (707) 648-4432 | [email protected]

Revised July 2023 Page 1 of 3

NEPA/CEQA RE-VALIDATION FORM
DIST-CO-RTE: 04-SOL-0-VAL
PM/PM:

EA or Fed-Aid Project No.: BPMP-5030(060)
Other Project No. (specify): Bridge No. 23C0248
Project Title: Mare Island Causeway Bridge Preventive Maintenance Project Environmental Approval Type: NEPA 326 CE (c)
Date Approved: 09-18-2020, previous revalidation approved 09-07-2022 Reason for Consultation (23 CFR 771.129), check one:
☒ Project proceeding to next major federal approval
☐ Change in scope, setting, effects, mitigation measures, requirements ☐ 3-year timeline (EIS only)
☐ N/A (Re-Validation for CEQA only)
Description of Changed Conditions:

There have been no changes to the project’s scope or expected impacts since the NEPA CE was issued. The project is moving to the next phase of the federal approval process after receiving the NEPA CE on 9/18/2020.

NEPA CONCLUSION - VALIDITY
Based on an examination of the changed conditions and supporting information: (Check ONE of the three statements below, regarding the validity of the original document/determination (23 CFR 771.129). If document is no longer valid, indicate whether additional public review is warranted and whether the type of environmental document will be elevated.) ☒ The original environmental document or CE remains valid. No further documentation will be prepared.
☐ The original environmental document or CE is in need of updating; further documentation has been prepared and ☐ is included on the continuation sheet(s) or ☐ is attached. With this additional documentation, the original ED or CE remains valid.

Additional public review is warranted (23 CFR 771.111(h)(3)) ☐ Yes ☐ No ☐ The original document or CE is no longer valid.

Additional public review is warranted (23 CFR 771.111(h)(3)) ☐ Yes ☐ No Supplemental environmental document is needed. ☐ Yes ☐ No New environmental document is needed. ☐ Yes ☐ No (If “Yes,” specify type: )

CONCURRENCE WITH NEPA CONCLUSION
I concur with the NEPA conclusion above.

Signature: Environmental Branch Chief Date

Signature: Project Manager/DLAE Date

1 Feb 2024
02/01/24

NEPA/CEQA RE-VALIDATION FORM
Revised July 2023 Page 2 of 3
CEQA CONCLUSION (Only mandated for projects on the State Highway System.) Based on an examination of the changed conditions and supporting information, the following conclusion has been reached regarding appropriate CEQA documentation: (Check ONE of the five statements below, indicating whether any additional documentation will be prepared, and if so, what kind. If additional documentation is prepared, attach a copy of this signed form and any continuation sheets.)
☐ Original document remains valid. No further documentation is necessary. ☐ Only minor technical changes or additions to the previous document are necessary. ☐ An addendum has been or will be prepared and is ☐ included on the continuation sheets or ☐ will be attached. It need not be circulated for public review (CEQA Guidelines, §15164). The addendum must include a brief explanation of why the decision was made to not prepare a subsequent or supplemental environmental document as well as a summary statement explaining the changes to the project. ☐ Changes are substantial, but only minor additions or changes are necessary to make the previous document adequate. A Supplemental environmental document will be prepared, and it will be circulated for public review (CEQA Guidelines, §15163). ☐ Changes are substantial, and major revisions to the current document are necessary.

A Subsequent environmental document will be prepared, and it will be circulated for public review (CEQA Guidelines, §15162).
(Specify type of subsequent document, e.g., Subsequent FEIR):
☐ The CE is no longer valid. New CE is needed. ☐ Yes ☐ No

CONCURRENCE WITH CEQA CONCLUSION
I concur with the CEQA conclusion above.

Signature: Environmental Branch Chief Date

Signature: Project Manager/DLAE Date

NEPA/CEQA RE-VALIDATION FORM
Revised July 2023 Page 3 of 3

CONTINUATION SHEET(S)
Address only changes or new information since approval of the original document and only those areas that are applicable. Use the list below as section headings as they apply to the project change(s). Use as much or as little space as needed to adequately address the project change(s) and the associated impacts, minimization, avoidance and/or mitigation measures, if any.

Changes in project design, e.g., scope change; a new alternative; change in project alignment.

There are no changes in project design.

Changes in environmental setting, e.g., new development affecting traffic or air quality.

There are no changes in environmental setting.

Changes in environmental circumstances, e.g., a new law or regulation; change in the status of a listed species.

There are no changes in environmental circumstances.

Changes to environmental impacts of the project, e.g., a new type of impact, or a change in the magnitude of an existing impact.

There are no changes to the environmental impacts of the project.

Changes to avoidance, minimization, and/or mitigation measures since the environmental document was approved.

There have been no changes to avoidance, minimization, and / or mitigation measures since the environmental document was approved.

Changes to environmental commitments since the environmental document was approved, e.g., the addition of new conditions in permits or approvals. When this applies, append a revised Environmental Commitments Record (ECR) as one of the Continuation Sheets.

There have been no changes to environmental commitments since the environmental document was approved.

CEQA EXEMPTION / NEPA CATEGORICAL EXCLUSION
DETERMINATION FORM (rev. 05/2020)
Project Information
DIST-CO-RTE: 04-SOL-0 PM/PM:

EA: Federal-Aid Project Number: BRLS 5030 (060)
Project Description
City of Vallejo proposes preventative maintenance repairs on the Mare Island Causeway (Bridge No. 23C0248). Mare Island Causeway connects Mare Island to the greater Vallejo area over the Mare Island Strait (Napa River). Proposed work includes cleaning and painting the bridge towers, lift span, and handrails and application of methacrylate and polyester concrete overlay on the bridge deck. Work also includes various concrete repairs at the handrails, streetlight pedestals, bents and piles, streetlight upgrades, sidewalk repair, fender system repair and anode replacement are proposed. The project will update electrical wiring when light poles and luminaries are being replaced on the bridge and re-attach the signal light to the bridge. Up- lighting for the two towers will be added. There is no utility work on existing utilities outside of the bridge and there will be no easements or acquisitions.

Caltrans CEQA Determination (Check one)
☒ Not Applicable – Caltrans is not the CEQA Lead Agency ☐ Not Applicable – Caltrans has prepared an IS or EIR under CEQA Based on an examination of this proposal and supporting information, the project is:
☐ Exempt by Statute. (PRC 21080[b]; 14 CCR 15260 et seq.) ☐ Categorically Exempt. Class Enter class. (PRC 21084; 14 CCR 15300 et seq.) ☐ No exceptions apply that would bar the use of a categorical exemption (PRC 21084 and 14 CCR 15300.2). See the SER Chapter 34 for exceptions. ☐ Covered by the Common Sense Exemption. This project does not fall within an exempt class, but it can be seen with certainty that there is no possibility that the activity may have a significant effect on the environment (14 CCR 15061[b][3].) Senior Environmental Planner or Environmental Branch Chief Print Name Signature Date
Project Manager
Print Name Signature Date

CEQA EXEMPTION / NEPA CATEGORICAL EXCLUSION

DETERMINATION FORM
EA: Page 2 of 2
Federal-Aid Project Number: BRLS 5030 (060)
Caltrans NEPA Determination (Check one)
Caltrans has determined that this project has no significant impacts on the environment as defined by NEPA, and that there are no unusual circumstances as described in 23 CFR 771.117(b). See SER Chapter 30 for unusual circumstances. As such, the project is categorically excluded from the requirements to prepare an EA or EIS under NEPA and is included under the following:
☒ 23 USC 326: Caltrans has been assigned, and hereby certifies that it has carried out the responsibility to make this determination pursuant to 23 USC 326 and the Memorandum of Understanding dated April 18, 2019, executed between FHWA and Caltrans. Caltrans has determined that the project is a Categorical Exclusion under:
☐ 23 CFR 771.117(c): activity (c)
☒ 23 CFR 771.117(d): activity (d)(13)
☐ Activity listed in Appendix A of the MOU between FHWA and Caltrans ☐ 23 USC 327: Based on an examination of this proposal and supporting information, Caltrans has determined that the project is a Categorical Exclusion under 23 USC 327.

The environmental review, consultation, and any other actions required by applicable Federal environmental laws for this project are being, or have been, carried out by Caltrans pursuant to 23 USC 327 and the Memorandum of Understanding dated December 23, 2016 and executed by FHWA and Caltrans.

Senior Environmental Planner or Environmental Branch Chief TOM HOLSTEIN 18 Sep 2020
Print Name Signature Date
Project Manager/ DLA Engineer
Print Name Signature Date
Date of Categorical Exclusion Checklist completion: 16 Sep 2020 Date of Environmental Commitment Record or equivalent: 16 Sep 2020 (attached) Briefly
list environmental commitments on continuation sheet if needed (i.e., not necessary if i
ncluded on an attached ECR). Reference additional information, as appropriate (e.g., addi
tional studies and design conditions).

Jae-Myung Lee 9/18/2020
5030 (060) NEPA Revalidation Form
Final Audit Report 2024-02-02
Created: 2024-02-01
By: Thomas Premo ([email protected])
Status: Signed
Transaction ID: CBJCHBCAABAA3HKWzHc8xUkfQ4mdOBUt0bMDpHP4fgC5 "5030 (060) NEPA Revalidation Form" History
Document created by Thomas Premo ([email protected])
2024-02-01 - 11:22:28 PM GMT
Document emailed to Thomas Holstein ([email protected]) for signature 2024-02-01 - 11:23:02 PM GMT
Email viewed by Thomas Holstein ([email protected])
2024-02-01 - 11:58:51 PM GMT
Document e-signed by Thomas Holstein ([email protected]) Signature Date: 2024-02-01 - 11:59:14 PM GMT - Time Source: server Document emailed to Herman Sealey ([email protected]) for signature 2024-02-01 - 11:59:15 PM GMT
Email viewed by Herman Sealey ([email protected])
2024-02-02 - 0:24:51 AM GMT
Document e-signed by Herman Sealey ([email protected]) Signature Date: 2024-02-02 - 0:25:13 AM GMT - Time Source: server Agreement completed.
2024-02-02 - 0:25:13 AM GMT

INSPECTION DATE
MARCH 7, 2024

RECEIVED DATE

BY CITY OF VALLEJO
August 6, 2024

Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of1 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Routine-Roadway View (03/23/2016) Routine-Elevation View (11/16/2016) Routine-Underside View (11/16/2016) Routine-Map View (05/23/2022)

PHOTOGRAPH IDENTIFICATION
1 MILE WEST OF SR 29LOCATION
TEAM LEADER W. John Baker

FACILITY CARRIED G STREET
No.

REPORT AUTHOR W. John Baker

FEATURE INTERSECTED NAPA RIVER

BRIDGE LOCATION INFORMATION
38°06'34.7"LATITUDE
W. John Baker (Registered Civil Engineer)
INSPECTED BY W.Baker/LR.Bailey

N N/A (NBI)CULVERT
5 FAIRDECK
5 FAIRSUBSTRUCTURE
5 FAIRSUPERSTRUCTURE 60.5SUFFICIENCY RATING

STRUCTURALLY DEFICIENT (SD) STATUS NOT SD
7,030
PAINT CONDITION 58

STRUCTURAL HEALTH CONDITION SUMMARY INFORMATION
5 ABOVE MIN TOLERABLESTRUCTURE EVALUATION
122°16'39.36"LONGITUDE
5 STABLE W/IN FOOTING OR PILSCOUR
INVENTORY RTE(ON/UNDER) 15000000ON
POSTMILE 0

ON NATIONAL HIGHWAY SYSTEM NOT ON NHS
(9)
(11)
(16)
(17)
(7)
(6)
(5)
(104)
(58)
(59)
(60)
(62)
(67) (113)
Routine Inspection

BRIDGE INSPECTION REPORT
W. John
Baker
06/30/2026
CIVIL
60307
8/6/2024
Date
Exp.

BRIDGE NO.:
23C0248
STRUCTURE NAME:

MARE ISLAND CAUSEWAY March 7, 2024
INSPECTION DATE:

DECK AREA (M) 2
Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of2 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 1934 Original approach spans (49 simply supported spans, 26 on west and 25 on east): steel roadway girders (5) and railroad girders (4) supporting a concrete deck on RC bent caps and RC seat abutments (no wingwalls), founded on RC piles. 1980 reconstruction of Main span (Span 27): Steel box girder vertical lift span, w/steel floor beams (7), steel roadway beams (6) and railroad girders (2) framed into the floor beams, and steel grating deck, founded on driven steel piles. 25 @ 36 ft, 1 @ 8.5 ft, 1 @ 21 ft (Tower 26), 1 @ 165 ft, 1 @ 21 ft (Tower 27), 1 @ 26 ft, 24 @ 36 ft

STRUCTURE DESCRIPTION

SPAN CONFIGURATION
(23)SOLANO
04 (81666) VALLEJO

BORDER BRIDGE STRUCTURE NUMBER

BORDER BRIDGE STATE CODE

COUNTY CODE

HIGHWAY DISTRICT

STATE NAME

PLACE CODE
% SHARE

AGENCY INFORMATION

CONSTRUCTION INFORMATION

YEAR BUILT

YEAR MODIFIED

LENGTH (M)
JOINTS
1934
SKEW
NO. OF HINGES
1980
611.3
0 052

MAIN SPANS
APPR SPANS 51
1 LOAD CAPACITY

DESIGN LOAD

INVENTORY RATING

OPERATING RATING

CALC METHOD

CALC METHOD
0 UNKNOWN
RF=0.99 =>32.1 metric tons
RF=1.65 =>53.5 metric tons
1 LF LOAD FACTOR
1 LF LOAD FACTOR

PERMIT RATING

POSTING LOADS
Legal
Type 3
Type 3S2
Type 3-3
Legal
Legal
PPPGO
MAX SPAN (M) 50.3

6.70 M

MINIMUM VERTICAL CLEARANCE MINIMUM LATERAL UNDERCLEARANCE STR FLARE 0-NO

NBIS BR LENGTH Y
STRUCTURE TYPE MAIN 3: STEEL
DESIGN TYPE MAIN 15: MOVABLE - LIFT
STRUCTURE TYPE APPR 3: STEEL
DESIGN TYPE APPR 02: STRINGER/MULTI-BEAM

BRIDGE POSTING

STRUCTURE STATUS

0.0 M(56) MIN LAT UNDERCLEAR LT

0.0 M(55) MIN LAT UNDERCLEAR RT REF(53) MIN VERT CLEAR OVER BRIDGE RDWY

0.00 M(54) MIN VERT UNDERCLEAR REF
5 AT/ABOVE LEGAL LOADS

A-OPEN, NO RESTRICTION

N-NOT H/RR

N-NOT H/RR

INSPECTION INFORMATION
CRITICAL FEATURE INSPECTION (93) CFI DATE
24 MO 10/22A)Y-YESNSTM INSP

MON-NOOTHER SPECIAL INSP C)
60 MOY-YESUNDERWATER INSP 04/21B)
INSPECTION DATE (91) FREQUENCY MO03/24 24
MAINTAIN 04 CITY OR MUNICIPAL HI
OWNER 04 CITY OR MUNICIPAL HI
Safe
Loads

Existing
Ordinance/Order

Posting
Signs
U.S. Tons
U.S. Tons
U.S. Tons
30Speed MPH

CAUTION STEEL PLATE ON PATH

WALK BIKE ACROSS TRACKS

RAILROAD CROSSING

LOOK TRAINS
YIELD

Additional Ordinance/Order Requirements
Additional Signs
Load Rating Summary Date
Load Rating Type
07/16/10
CALIFORNIA 069
N/AN/A
N/A
N/A
Posting Order Date
(1)
(2)
(3)
(4)
(21)
(22)
(98)
(99)
(90)
(92)
A)
B)
C)
(27)
(106)
(34)
(49)
(112)
(45)
(46)
(48)
(35)
(43a)
(43b)
(44a)
(44b)
(31)
(66)
(64)
(41)
(65)
(63)
(70)

OPERATIONAL INFORMATION
OVERLAY THICKNESS 0 inches
Load Rating Tool - Date VIRTIS - 04/13/10
Calculated

STRUCTURE OVERVIEW
NONE
Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of3 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 SCOPE AND ACCESS
This is a complex movable bridge structure and requires several coordinated inspection efforts. This inspection and report was limited to the structural aspects of this bridge excluding "Non-redundant Steel Tension Members" and "Special Features" elements and elements listed in the Underwater Inspection Plan. Separate inspections and reports are prepared by Engineering Services, Electrical and Mechanical Section, the Specialty Investigations, Non-redundant Steel Tension Members (NSTM) and Underwater Inspection Teams.

The ABME is responsible for the general overall condition of the structure with the following details handled by other functional groups:

Structures Maintenance and Investigations, Office of Specialty Investigations is responsible for the inspection of the NSTM elements of the steel lift span section of the structure. The last NSTM inspection was performed on October 20, 2022 in accordance with the FC Inspection plan dated 01/27/2015. There were no cracks, fractures or defects found.

Structures Maintenance and Investigations, Office of Specialty Investigations is responsible for the inspection of the underwater (UW) elements. The underwater inspection is on a 60 month inspection cycle with the last inspection in April 2021 in accordance with the UW Inspection plan dated 10/27/2011. The Element notes from the UW specialty inspection are contained in the Element Inspection Ratings and Commentary table below.

Division of Engineering Services, Office of Mechanical and Electrical is responsible for any and all inspection related to the mechanical and electrical portions. The last mechanical and electrical inspection was performed concurrent with this inspection on March 7, 2024.

The current findings or the Mechanical and Electrical inspection are included with a separate report. The Mechanical and Electrical work recommendations are included with this report. Following the Mechanical and Electrical inspection, a Record of Critical Findings was filed by CalTrans on March 8th, 2024 to address the bridge being operated in full bypass mode due to the southwest corner rocker bearing being so out of plumb that is seating lower than it should and causing the plunger limit switch to be compressed too far and break.

During the inspections, due to tidal fluctuations, the bents in the water ranged from Bents 9 to 41 and Bents 3 to 50. Due to soft bay mud, wading during low tide is not possible. Unmanned Aircraft Systems (UAS) technology was used to aid in the inspection of the columns, pier caps, steel girders, bearings and soffit of the RC deck from Bents 4 to 8 and 42 to 49 on March 12th, near low tide. The PIC (pilots in command) were Richard Jorgensen and Kristina Shurbert, the VO (visual observer) was John Baker.

The tower inspection was performed on March 7, 2024. Towers 26 and 27 were inspected from the deck, operators house and catwalk utilizing binoculars and a camera. The front and rear cross girders beneath the deck at Towers 26 and 27 were inspected from the limited available catwalks where possible. The deck and soffit in Spans 1 to 3, 50 to 52 where also inspected on March 7, 2024.

The substructure, soffit and the superstructure inspection of Spans 8 to 42 was performed on March 20, 2024 utilizing the dive boat.

NUMBERING CONVENTION
The support and span numbering convention used in this report is consistent with that indicated on the 1934 and 1978 bridge plans, with the westerly abutment designated as Abutment 0 and the lift span towers utilizing a nomenclature unique to this structure. The towers are denoted as Tower 26 and Tower 27 and the lift span is Span 27. Although this convention is different than that used by Caltrans SM&I procedures, it has been used in the previous reports and is consistent with that used in the plans where the main towers are Towers 26 and 27.

HISTORY
This bridge was originally constructed in 1934 using a series of concrete trestle pile bents to support the approach spans leading to an original 101 foot Bascule Span located approximately at the midpoint of the bridge. The piles supporting the approach spans were severely deteriorated during the 1972 inspection and concrete filled casing was used to repair the deteriorated piles. The Bascule Span was replaced in 1980 by a 165 foot steel box girder lift span. The support towers were also replaced at that time.

MISCELLANEOUS
There are large sections of missing asphalt and concrete tiles on the roof of Tower 26 (photos 1 and 2). The concrete tiles and asphalt should be replaced.

DECK AND ROADWAY
Trestle approach spans:

There are numerous random superficial incipient and open spalls up to 10 inches long that were noted throughout the joint diaphragms and light standard pedestals at the bents of the trestle spans. Rusted reinforcement was visible in most of the spalled areas. These typical minor widespread defects have been documented in previous inspections and are located in the following locations:

Bent 1, Bays, 1, 3, and 5.

Bent 6, right, spall on the light post with corroding rebar.

Bent 9, spall under north rail post.

Bent 11, spalls under north and south rail posts (archived photos in the March 2014 BIR, photos 13 & 14), soffit spalls with exposed rebar in Bays 6 & 8 (archived photos in the March 2014 BIR, photos 15 & 16).

Bent 12, soffit spall with exposed rebar in Bay 8 (archived photos in the March 2014 BIR, photo 17).

Bent 14, spalls with exposed rebar under north and south rail posts.

Bent 15, spall under north rail post.

Bent 16, spalls under north and south rail posts.

Bent 17, spall under north rail post.

INSPECTION COMMENTARY

CONDITION INFORMATION
Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of4 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 UNDERWATER INVESTIGATION DETAILS

STEEL INVESTIGATION DETAILS
This structure qualifies for an in-depth Steel investigation because it possesses the following non-redundant steel tension members (NSTM) or fatigue prone details :

NSTMI Required NSTMI Freq. Next NSTM InspectionYes 24 10/20/2024 Floor Beams: NSTM,
Cap: NSTM with
Girder (Built-Up): NSTM
Bent 19, spalls with exposed rebar in Bays 7 & 8.

Bent 20, spalls with exposed rebar in Bays 2 & 7.

Bent 22, spalls in Bays 1 & 2 and under north rail post.

Bent 23, spall under north rail post.

Bent 24, spalls in Bay 1 at Girders 1 and 2, under north rail post and Bays 7 & 8.

Bent 25, spall in Bay 2 at Girder 3, Bay 7 at Girders 7 & 8, Bay 8 at Girders 8 & 9, spall under north rail post.

Tower 26, small spall under south rail post and Bays 1 & 7, spall in Bay 8 at Girder 9.

Bent 28, small spall in Bay 7.

Bent 30, spalls under north and south light posts.

Bent 31, small spalls under north and south rail posts and in Bays 1 & 8.

Bent 32, small spalls in Bays 1 & 6.

Bent 34, small spalls in Bays 1 & 7.

Bent 36, small spalls under north and south rail posts and in Bays 7 & 8 (archived photos in the March 2006 BIR, pictures 7 & 8) Bent 37, soffit spalls on the right (south) side of the soffit.

Bent 39, Edge spall under Girder 9, no rebar exposed.

Bent 40, small spall in Bay 8.

Bent 42, spalls in Bays 7 & 8.

Bent 43, spalls in Bays 1, 2 & 7.

There are spalls with exposed and corroding rebar on five light posts, two with spalls near the base (archived photos in the March 2020 BIR, photos 8 and 9) and three with spalls near the top (archived photos in the March 2022 BIR, photos 3 and 4). The light posts with the spalls near the base are located on the left rail over Bent 30 and on the right rail over Bent 38. The light posts with the spalls near the top are located on the left rail over Abutment 0 and on the right rail over Bents 2 and 4. The rebar should be cleaned and treated with a rust inhibitor and the concrete patches.

SAFE LOAD CAPACITY
A work request was sent to the Load Ratings Branch to evaluate the capacity of the bridge due to the broken battered pile at Bent 19.

Loads Ratings stated that the battered piles are for lateral loads, such as earthquake and stream current. The damaged pile should be repaired. However, no load rating is needed.

OPERATIONAL SIGNS
There are "CAUTION STEEL PLATE ON PATH" signs at the approaches. (archived photo in the March 2020 BIR, photo 3) Signs at the west approach: Walk Bike Across Tracks, Railroad Crossing, Yield, Look Trains (archived photo in the March 2022 BIR,photo 2).

WATERWAY
The routine ten year channel cross section was not updated during this inspection due to the depth and swift current of the water. The last channel cross section was taken on 06/12/2014. A work recommendation (Req No. 13459) was sent to the Local Hydraulics office to take a cross section at this bridge.

Fender system:

The fender system appears to be in fair condition and functioning adequately. However there are a few boards that have deteriorated at the water line on the southwestern section (archived photo in the March 2014 BIR, photo 5). There are also damaged boards along the top of the northeastern section (archived photo in the March 2014 BIR, photo 6). The deteriorated and damaged boards should be replaced.

INSPECTION COMMENTARY
3 - BrackishWater TypeB - Routine UWDive Type
Next UWI 04/05/2026UWI Frequency months 60UWI Required Y Last UWI 04/05/2021 Last NSTMI 10/20/2022 months

CONDITION INFORMATION

SPECIAL INSPECTION INFORMATION
Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of5 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 TYPE OF MEMBRANE

TYPE OF DECK PROTECTION

DECK STRUCTURE TYPE

TYPE OF WEARING SURFACE

WEARING SURFACE / PROTECTIVE SYSTEM
5743AVERAGE DAILY TRAFFIC
2008 YEAR OF ADT
6 KMBYPASS, DETOUR LENGTH
10 %(109) TRUCK ADT %
10408FUTURE ADT
2042YEAR OF FUTURE ADT
HISTORICAL SIGNIFICANCE 1: NATL REG HIST PLACES
0-NONE
0-NONE
0-NONE
3-OPEN GRATING

DECK STRUCTURE INFORMATION

11.5 M

9.1 M

DECK AND ROADWAY
LANES 2
30 0-NOT ON NHS

PARALLEL STRUCTURE

TEMPORARY STRUCTURE

DEFENSE HIGHWAY

FUNCTIONAL CLASS
SPEED

NATIONAL HIGHWAY SYSTEM
TOLL

DIRECTION OF TRAFFIC

DESIGNATED NATIONAL NETWORK

TYPE OF SERVICE

FEDERAL LANDS HWY
8 EQUAL DESIRABLE CRITAPPR ROADWAY ALIGN
4 TOLERABLEDECK GEOMETRY

9.0 MAPPROACH RDWY WIDTH

BRIDGE MEDIAN
LEFT 0.0 M RIGHT 2.4 MCURB OR SIDEWALK

TOTAL WIDTH

NET WIDTH

9.1 MINVENTORY ROUTE TOTAL HORIZ CLEAR

99.99 MINVENTORY ROUTE MIN VERT CLEAR
3-ON FREE ROAD
16-MINOR ARTERIAL URBAN
0-NOT STRAHNET

N-NONE EXISTS
2-2 WAY
0-NOT APPLICABLE
0-NOT ON NET
0 NO MEDIAN
4-HIGHWAY-RAILROAD

DECK ROADWAY/OPERATIONAL INFORMATIONDECK GEOMETRY
Main: 2.5 foot br, 35.4 foot, 1 foot curb, 7 foot sw, 2.5 foot br Approach: 1 foot br, 30 foot, 7.7 foot sw, 1 foot br

DECK CROSS SECTION

LRS INVENTORY RTE & SUBRTE
BASE HIGHWAY NETWORK 0-NOT ON NET
0 inchesOVERLAY THICKNESS (inches)
N/A
(51)
(52)
(50)
(32)
(33)
(107)
(108)
A)
B)
C)
(29)
(30)
(19)
(114)
(115)
(37)
(42a)
(12)
(13)
(104)
(26)
(100)
(101)
(102)
(10)
(47)
(68)
(72)
(105)
(110)
(20)
(28a)
(103)
611.3 MLENGTH (49)
Element Description
Element Description
Element Group: 101 - Main - Steel - Main steel Lift span Element Group: 102 - Approach - Concrete - Concrete deck approach spans Elem
No.

Elem
No.

Env
Env
Total
Qty
Total
Qty
Units
Units
CS 1
CS 1
CS 2
CS 2
CS 3
CS 3
CS 4
CS 4
Qty in each Condition State
Qty in each Condition State
28 12
Steel Deck-Open Grid
Deck-RC
Delamination/Spall/Patched Area
Cracking (RC and Other)
2 2
2 2
630
6400
11 2225
sq.m
sq.m
each
each
630
4164
0 0
0 2007
5 2002
0 229
6 223
0 0
0 0

DECK ELEMENT INSPECTION RATINGS AND NOTES
Defect/
Prot
Defect/
Prot
1080
1130
Defect
Defect
(28) Steel Deck-Open Grid
(12-1080) Delamination/Spall/Patched Area
There were no significant defects noted.

There are shallow deck spalls in random locations in Spans 27, 38, 42, and 46 to 51 along the double yellow line (archived photo in the February 2010 BIR, photo 13). It appears that concrete was placed along the deck in this location to fill a void left by the removal of a rail. No rebar is exposed and no corrective action is required at this time. Based on the photos in the February 2010 report, these conditions remain the same.

The patched deck spall in Span 14 near the right wheel line of the eastbound lane has failed and spalled again(photo 3 and archived photo in the March 2014 BIR, photo 7). The spall is 12 inches by 8 inches by 2 inches deep. All loose concrete should be removed and the spall patched.

There are various spalls on the soffit that were viewed while inspecting from the dive boat. Although, these defects are not critical to the capacity of the bridge, some of these defects require repairing and are noted in the work recommendations.

Soffit spalls are in the following locations:
(58) 5DECK RATING =
Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of6 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Photo 3
Spall in the eastbound lane in Span 14.

Photo 4
Typical deck cracking.

Photo 5
Soffit cracks with efflorescence and rust colored staining.

DECK PHOTOGRAPHS
Element Description
Element Group: 102 - Approach - Concrete - Concrete deck approach spans Elem
No.

Env Total
Qty
Units
CS 1 CS 2 CS 3 CS 4
Qty in each Condition State

DECK ELEMENT INSPECTION RATINGS AND NOTES
Defect/
Prot Defect
(12-1080) Delamination/Spall/Patched Area
(12-1130) Cracking (RC and Other)
Bent 3, spall with exposed rebar on the right edge under the rail post. 1 foot X 6 inch X 2 inch Span 19, spall with exposed rebar on the left edge of deck, 6 inch diameter X 1 inch.

Span 22, spall with exposed rebar in Bay 8, approximately 1 foot diameter X 1 inch (archived photo in the March 2014 BIR, photo 18).

Span 23, spall with exposed rebar in Bay 8 near midspan, approximately 1 foot x 3 feet x 2 inches (archived photo in the March 2022 BIR, photo 5).

Span 40, spall with exposed rebar midspan Bay 8, approximately 1 foot X 2 feet X 2 inch (archived photo in the March 2022 BIR,photo 6).

Span 42, spall with exposed rebar near Bent 42, approximately 1 foot diameter X 1 inch (archived photo in the March 2022 BIR, photo 7).

Span 44, midspan Bay 8, approximately 1 foot diameter X 1 inch.

Transverse deck cracks are present in the RC deck in all of the approach spans. The cracks are approximately 0.015 to 0.12 inch in size and are spaced 2 to 6 feet apart (photo 4 and archived photos in the March 2020 BIR, photos 1 and 2 and Feb. 2010 BIR, photos 6 to 8). It is estimated that 10% of the deck cracks are larger than 0.05 inch wide (CS3). Many of these cracks reflect through to the soffit with efflorescence and rust colored staining (photo 5 & archived photo in the Feb. 2010 BIR, photo 9). The efflorescence and rust colored soffit cracks are co-located defects with the deck cracks. The deck should be treated with methacrylate. (58) 5DECK RATING =

JOINT - APPROACH - RAIL
Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of7 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Element Group: 101 - Main - Steel - Main steel Lift span 107 Girder/Beam-Steel
Corrosion
Steel Coating-Paint
Paint Sys Breakdown (Steel PC)
2 2
2 2
228
57 1033
517
m
each
sq.m
each
171
0 516
0 57
57 413
413
0 0
104
104
0 0
0 0

SUPERSTRUCTURE ELEMENT INSPECTION RATINGS AND NOTES
1000
515
3450

SUPERSTRUCTURE
SUPERSTRUCTURE RATING =(59) 5
(107) Girder/Beam-Steel
Element DescriptionElem
No.

Env Total
Qty
Units
CS 1 CS 2 CS 3 CS 4
Qty in each Condition StateDefect/
Prot Defect
Non-Routine Inspection Element Notes:

FCMI (10/20/2022): No fractures or cracks were found.
(36a) Rail Code 000 0
Element Group: 101 - Main - Steel - Main steel Lift span Element Group: 102 - Approach - Concrete - Concrete deck approach spans 304
330
301
333
Joint-Open Expansion
Railing-Metal
Corrosion
Joint-Pourable Seal
Railing-Other
Corrosion
Delamination/Spall/Patched Area
Damage
2 2
2 2
2 2
2 2
60 100
30 560
1162
116
116
4 m
m
each
m
m
each
each
each
60 70
0 560
930
0 0
0 0
30 30
0 161
116
45 0
0 0
0 0
71 0
71 4
0 0
0 0
0 0
0 0

JOINT/APPROACH/RAIL ELEMENT INSPECTION RATINGS AND NOTES 1000
1000
1080
7000

RAIL INFORMATION
(36b) Transition (36c) Appr Guardrail (36d) Appr Guardrail End 30Roadway Speed MPH

JOINT - APPROACH - RAIL
(304) Joint-Open Expansion
(330-1000) Corrosion
(301) Joint-Pourable Seal
(333-1000) Corrosion
(333-1080) Delamination/Spall/Patched Area
(333-7000) Damage
Element Description
Element Description
Elem
No.

Elem
No.

Env
Env
Total
Qty
Total
Qty
Units
Units
CS 1
CS 1
CS 2
CS 2
CS 3
CS 3
CS 4
CS 4
Qty in each Condition State
Qty in each Condition State
Defect/
Prot
Defect/
Prot
Defect
Defect
There were no significant defects noted.

Freckle rust is on the bridge rail (archived photos in the March 2020 BIR, photos 6 and 7). Approximately 10% of the steel rails on the bridge rails have rust.

There were no significant defects noted.

Freckle rust is on the bridge rail (archived photos in the March 2020 BIR, photos 6 and 7). Approximately 10% of the steel rails on the bridge rails have rust.

Many of the concrete rail posts have been repaired (archived photos in the March 2020 BIR, photo 10, March 2014 BIR, photo 8). However, there are still concrete rail posts that have spalls with exposed rebar due to vehicle impacts and/or corroding rebar (archived photos in the March 2020 BIR, photos 11-13 and March 2014 BIR, photos 11 and 12) and spalls on the curb with exposed rebar (archived photos in the March 2014 BIR, photos 9 and 10). The most recent damage due to traffic impacts are in the left rail post in Spans 16, 17, 23, and 48 (archived photos in the March 2022 BIRphotos 8 to 10).

The spalled areas should be cleared of all loose material, the rebar cleaned and the spalls patched. It is estimated that 10% of the concrete rail post and curbs have spalls with exposed rebar.

See defect 1080 "Delamination/Spall/Patched area".

Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of8 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Element Group: 101 - Main - Steel - Main steel Lift span 113
152
311
Stringer-Steel
Connection
Steel Coating-Paint
Paint Sys Breakdown (Steel PC)
Floor Beam-Steel
Steel Coating-Paint
Paint Sys Breakdown (Steel PC)
Bearing-Moveable
Corrosion
Connection
Movement (Bearings)
Alignment (Bearings)
2 2
2 2
2 2
2 2
2 2
2 2
450
1 970
485
75 514
257
24 5
16 1
2 m
each
sq.m
each
m
sq.m
each
each
each
each
each
each
449
0 485
0 75
257
0 0
0 0
0 0
0 0
388
388
0 206
206
11 5
4 0
2 1
1 97
97 0
51 51
13 0
12 1
0 0
0 0
0 0
0 0
0 0
0 0
0 SUPERSTRUCTURE ELEMENT INSPECTION RATINGS AND NOTES
1020
515
515
1000
1020
2210
2220
3450
3450

SUPERSTRUCTURE
SUPERSTRUCTURE RATING =(59) 5
(107-1000) Corrosion
(107-515-3450) Paint Sys Breakdown (Steel PC)
(113-1020) Connection
(113-515-3450) Paint Sys Breakdown (Steel PC)
(152) Floor Beam-Steel
(152-515-3450) Paint Sys Breakdown (Steel PC)
(311-1000) Corrosion
(311-1020) Connection
Element DescriptionElem
No.

Env Total
Qty
Units
CS 1 CS 2 CS 3 CS 4
Qty in each Condition StateDefect/
Prot Defect
Freckle rust is forming on the girders where the paint is fading and peeling (archived photo in the March 2014 BIR, photo 2). It is estimated that rust has formed on 25% of the steel girders. The steel girders on the main span should be repainted.

The paint on the steel girders is fading and there are sections where the paint is peeling (archived photo in the March 2014 BIR, photos 2). Freckle rust is also forming on all of the steel members. It is estimated that 40% of the finish coat on the girders has failed, while 10% of the finish and primary coats have failed. The steel elements on the main span should be repainted.

There is a missing bolt at the connection of Stringer 4 to Floor Beam 3 in Span 27 of the main lift span (archived photo in the October 2014 BIR, photo 2). The bolt should be replaced.

The paint on the steel stringers is fading and there are sections where the paint is peeling (archived photos in the March 2020 BIR, photo 14 and March 2014 BIR, photo 1). It is estimated that 40% of the finish coat on the steel stringers has failed, while 10% of the finish and primary coats have failed. The steel stringers on the main span should be repainted.

The paint on the steel floor beams is fading and there are sections where the paint is peeling. It is estimated that 40% of the finish coat on the steel floor beams has failed, while 10% of the finish and primary coats have failed (archived photo in the March 2014 BIR, photo 1). The steel floor beams on the main span should be repainted.

Rust is forming on the movable (rocker) bearings (archived photos in the March 2014 BIR, photos 3 & 4) for the main lift span.

There are bent, broken, displaced and missing bearing anchor bolts at the girder bearings Tower 26 rear cross girder and Tower 27 rear cross girder as tabulated below during the October 2014 earthquake inspection. Based on the observations made during this inspections, these conditions have not changed.

Tower 26 rear cross girder:

Span 25, bearing anchor bolts were visible laying on the top surface of the cross girder next to Girders 1-4 (archived photos in the October 2014 Earthquake Report, photos 10-17) and 8,9 & 11 (archived photo in the October 2014 Earthquake Report, photo 18).

Tower 26 Span, Girder 11 right bolt (archived photo in the October 2014 Earthquake Report, photo 19).

Tower 27 rear cross girder:

Span 27 Girder 1, right and left bolts missing (archived photos in the October 2014 Earthquake Report, photos 21-22); debris was Non-Routine Inspection Element Notes:

FCMI (10/20/2022): No fractures or cracks were found.

Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of9 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Element Group: 101 - Main - Steel - Main steel Lift span Element Group: 102 - Approach - Concrete - Concrete deck approach spans 313
107
311
313
Bearing-Fixed
Corrosion
Girder/Beam-Steel
Corrosion
Steel Coating-Paint
Paint Sys Breakdown (Steel PC)
Bearing-Moveable
Corrosion
Bearing-Fixed
Corrosion
Connection
Alignment (Bearings)
Loss of Bearing Area (Bearings)
2 2
2 2
2 2
2 2
2 2
2 2
2 24
24 4526
1132
6754
2702
450
225
450
225
5 1
2 each
each
m
each
sq.m
each
each
each
each
each
each
each
each
0 0
3394
0 4052
0 225
0 217
0 0
0 0
24 24
1132
1132
1689
1689
225
225
228
225
0 1
2 0
0 0
0 0
0 0
0 5
0 5
0 0
0 0
0 0
1013
1013
0 0
0 0
0 0
0 SUPERSTRUCTURE ELEMENT INSPECTION RATINGS AND NOTES
1000
1000
515
1000
1000
1020
2220
2240
3450

SUPERSTRUCTURE
SUPERSTRUCTURE RATING =(59) 5
(311-1020) Connection
(311-2210) Movement (Bearings)
(311-2220) Alignment (Bearings)
(313-1000) Corrosion
(107-1000) Corrosion
(107-515-3450) Paint Sys Breakdown (Steel PC)
(311-1000) Corrosion
(313-1000) Corrosion
(313-1020) Connection
Element Description
Element Description
Elem
No.

Elem
No.

Env
Env
Total
Qty
Total
Qty
Units
Units
CS 1
CS 1
CS 2
CS 2
CS 3
CS 3
CS 4
CS 4
Qty in each Condition State
Qty in each Condition State
Defect/
Prot
Defect/
Prot
Defect
Defect
visible in the bolt holes, indicating these bolts have been missing for some time (archived photo in the October 2014 Earthquake Report, photo 23).

Span 27, Girders 8-11, all anchor bolts are bent toward the tower (archived photo in the October 2014 Earthquake Report, photo 24); Girder 10 left bolt is broken (archived photo in the October 2014 Earthquake Report, photo 25).

The rocker bearing at the right side of Tower 26 at the lift span is frozen (photo 6 & archived photo in the March 2022 BIR, photo 11).

Tower 27 Span, Girder 10 is not bearing on the sole plate, with a gap of about 0.25 inches (archived photo in the October 2014 Earthquake report, photo 28), and Girder 11 is only bearing on the right side (archived photo in the October 2014 Earthquake report, photo 29). Observations of these bearings under traffic loads showed no deflections or vibrations. The deck joint above this cross girder was even and open with no binding observed.

Rust is forming on the fixed bearings (archived photos in the March 2014 BIR, photos 3 & 4).

Freckle rust is forming on approximately 25% of the girders (photo 8 & archived photo in the March 2016 BIR, photo 7). The rust is mostly on the lower flange and edges, however there are areas of rust on the web.

The paint on the steel girders is fading and rust is forming on the girders. It is estimated that 25% of the finish coat on the girders has failed while 15% of the finish and primary coats have failed were rust has formed (archived photo in the March 2016 BIR, photo 7).

The steel girders on the approach spans should be repainted.

Freckle rust has formed on approximately 50% of the bearings.

Freckle rust has formed on approximately 50% of the bearings.

There are broken anchor bolts at the bearing seats in the following locations:

Bent 25, Span 25, Girder 2 right bolt (archived photo in the October 2014 Earthquake Report, photo 3), Girder 8 right bolt (archived photo in the October 2014 Earthquake Report, photo 7), and Girder 9 right bolt (archived photo in the October 2014 Earthquake Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of10 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 DESCRIPTION UNDER STRUCTURE

CHANNEL DESCRIPTION
Alluvial deposits consisting of Silty Clay and organics.

Photo 6
Frozen rocker bearing at the right side of Tower 26.

Photo 8
Typical rust on the steel girders of the approach spans.

SUPERSTRUCTURE PHOTOGRAPHS

TYPE OF SERVICE UNDER

N NOT APPLICABLE (NBI)UNDERCLEARANCES V - H
8 EQUAL DESIRABLEWATER ADEQUACY

5.7 MVERT-LIFT BRIDGE NAV MIN VERTICAL CLEAR

NAVIGATION CONTROL

42.7 MNAVIGATION HORIZONTAL CLEARANCE

30.5 MNAVIGATION VERTICAL CLEARANCE
PIER PROTECTION 2 IN-PLACE, FUNCTIONING
1: BR PERMIT REQ5-WATERWAY
5 STABLE W/IN FOOTING OR PILESCOUR

N/ASCOUR POA DATE
CHANNEL PROTECTION 8 PROTECTED
(42b)
(69)
(71)
(61)
(113)
(38)
(111)
(39)
(116)
(40)
Element Group: 102 - Approach - Concrete - Concrete deck approach spans

SUPERSTRUCTURE ELEMENT INSPECTION RATINGS AND NOTES
Element Group: 101 - Main - Steel - Main steel Lift span 207 Tower-Steel
Corrosion
2 2
349
5 m
each
348
4 0
0 1
1 SUBSTRUCTURE ELEMENT INSPECTION RATINGS AND NOTES
0 01000

SUPERSTRUCTURE

SUBSTRUCTURE
SUPERSTRUCTURE RATING =(59) 5
SUBSTRUCTURE RATING =(60) 5
(313-1020) Connection
(313-2220) Alignment (Bearings)
(313-2240) Loss of Bearing Area (Bearings)
Element DescriptionElem
No.

Env Total
Qty
Units
CS 1 CS 2 CS 3 CS 4
Qty in each Condition StateDefect/
Prot Defect
Element DescriptionElem
No.

Env Total
Qty
Units
CS 1 CS 2 CS 3 CS 4
Qty in each Condition StateDefect/
Prot Defect
Report, photo 8).

Bent 41, Span 41 Girder 1 left bolt (archived photo in the October 2014 Earthquake Report, photo 32).

Bent 50, Span 50 Girder 8 left bolt (archived photo in the October 2014 Earthquake Report, photo 30).

The bolts should be replaced.

Span 25, Girder 3, anchor bolts intact but bearing plate is lifted off the sole plate about 0.25 inches on the Span 25 end (archived photo in the October 2014 Earthquake Report, photo 5). The sole plate grout pad is spalled at this location on the left edge (archived photo in the October 2014 Earthquake Report, photo 6).

Bent 32, spall on the concrete bearing for Girder 1.

Bent 35, spall on the concrete bearing for Girder 8 (picture 14, March 2006 BIR).

Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of11 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Element Group: 101 - Main - Steel - Main steel Lift span 220
225
231
Steel Coating-Paint
Paint Sys Breakdown (Steel PC)
Pile Cap/Footing-RC
Delamination/Spall/Patched Area
Pile-Steel
Corrosion
Pier Cap-Steel
Corrosion
Steel Coating-Paint
Paint Sys Breakdown (Steel PC)
2 2
2 2
2 2
2 2
2 2
1249
375
36 2
152
152
54 27
311
156
sq.m
each
m
each
ea.
each
m
each
sq.m
each
874
0 34
0 0
0 27
0 155
0 315
315
1 1
152
152
27 27
125
125
0 0
1 1
0 0
0 0
31 31

SUBSTRUCTURE ELEMENT INSPECTION RATINGS AND NOTES
60 60
0 0
0 0
0 0
0 0
515
1080
1000
1000
515
3450
3450

SUBSTRUCTURE
SUBSTRUCTURE RATING =(60) 5
(207-1000) Corrosion
(207-515-3450) Paint Sys Breakdown (Steel PC)
(220) Pile Cap/Footing-RC
(220-1080) Delamination/Spall/Patched Area
(225) Pile-Steel
(225-1000) Corrosion
(231) Pier Cap-Steel
(231-1000) Corrosion
(231-515-3450) Paint Sys Breakdown (Steel PC)
Element DescriptionElem
No.

Env Total
Qty
Units
CS 1 CS 2 CS 3 CS 4
Qty in each Condition StateDefect/
Prot Defect
There is pack rust on the lower Tower 27 cross member on the south side (archived photo in the March 2022 BIR, photo 12). The rust is adjacent to the ladder providing access to the Tower 27 pile cap.

The paint system on Towers 26 and 27 is chalking and peeling (archived photos in the March 2020 BIR, photos 4 and 5 and March 2016 BIR, photos 8 & 9). The majority of the paint on the towers has dulled and there are wide spread areas where the paint is peeling. It is estimated that 30% of the primary coat has failed with less than 5% developing rust and failure of the paint system (archived photo in the March 2020 BIR, photo 4). The towers should be repainted.

The concrete pad supporting the fixed bearings for the main lift span on Tower 27 have incipient spalls. The spall on the north pad is approximately 8 inches by 8 inches by 4 inches (archived photo in the March 2016 BIR, photo 11), while the spall on the south pad is approximately 4 inches by 4 inches by 6 inches.

Freckle rust is forming on the steel bent caps on Towers 26 and 27 (archived photo in the February 2010 BIR, photo 4).

Approximately 50% of the cap has rust.

The paint on the steel bent caps is fading and there are sections where the paint is peeling (archived photo in the February 2010 BIR, Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

UWI (04/05/2021): There were no significant defects noted on the submerged portions of Towers 26 and 27 pile caps.

UWI (04/05/2021): Aside from the corrosion noted below under Defect 1000, no other defects were noted for any of the steel piles of Towers 26S, 26N, 27S, and 27N.

Anode brackets were encountered at several location throughout the piles; however, no anodes were detected. All the anodes appear to have fully depleted. There is a recommendation dated 03/05/2020 to have the anodes replaced to prevent further deterioration of the steel piles under the towers. This work was also recommended in the 2011 and 2016 UWI reports.

UWI (04/05/2021): The steel piles exhibited approximately 50 percent intact protective coating with the areas of exposed steel exhibiting light surface rusting and pitting up to 1/16 inch deep; Quantity 152 each in CS-2. Refer to Appendix C for Level III, Ultrasonic Thickness Measurements; the original thickness according to as-built plans was 1/2 inch thick, thus the steel has initiated the corrosion process and exhibit minor loss of section in some areas. With 100% depletion of the protective anodes, it is expected that corrosion of the piles will be accelerated.

NSTM (10/20/2022): No fractures or cracks were found.

Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of12 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Element Group: 101 - Main - Steel - Main steel Lift span Element Group: 102 - Approach - Concrete - Concrete deck approach spans 202
205
Column-Steel
Corrosion
Column-RC
Delamination/Spall/Patched Area
Cracking (RC and Other)
Damage
2 2
2 2
2 2
7 7
480
333
27 2
each
each
each
each
each
each
0 0
120
0 0
0 7
7 358
332
26 0
0 0
2 1
1 2

SUBSTRUCTURE ELEMENT INSPECTION RATINGS AND NOTES
0 0
0 0
0 0
1000
1080
1130
7000

SUBSTRUCTURE
SUBSTRUCTURE RATING =(60) 5
(231-515-3450) Paint Sys Breakdown (Steel PC)
(202) Column-Steel
(202-1000) Corrosion
(205) Column-RC
(205-1080) Delamination/Spall/Patched Area
(205-1130) Cracking (RC and Other)
Routine Inspection Element Notes:

Routine Inspection Element Notes:

Element Description
Element Description
Elem
No.

Elem
No.

Env
Env
Total
Qty
Total
Qty
Units
Units
CS 1
CS 1
CS 2
CS 2
CS 3
CS 3
CS 4
CS 4
Qty in each Condition State
Qty in each Condition State
Defect/
Prot
Defect/
Prot
Defect
Defect
photo 4). It is estimated that 40% of the finish coat has failed and 10% of the primary coat has failed. The steel bent caps on the towers should be repainted.

There are spalls on the concrete piles. Some of the spalls have been patched however the patches have failed (archived photo in the March 2020 BIR, photo 18). These conditions were first noted in the March 2006 bridge report and are located in the following locations:

Bent 15, left battered pile appears to have been patched and the patch is failing.

Bent 19, spall at the top of the right (south) exterior battered pile (archived photo in the May 2011 BIR, photo 1).

Bent 22, Piles 6 and 8 have delaminations 15 feet above the channel bottom.

Bent 25, Pile 1, has an area of delamination 11 feet above the channel bottom, Pile 12 has a delamination at the tidal zone and Pile 13 has a delamination at the channel bottom.

Bent 31, Pile 8 has a delamination 9 feet from the channel bottom.

Bent 31, patched spall that has failed on right exterior battered pile (archived photo in the March 2020 BIR, photo 18).

Bent 32, Pile 15 has a 6 foot delamination, 2 feet above the channel bottom.

Bent 44, right battered pile has a spall at the top of the pile (archived photo in the March 2014 BIR, photo 20).

There are cracks up to 0.05 inches wide around the exterior perimeter faces about 6 to 12 inches from the tops of most of the battered concrete columns (archived photos in the October 2014 Earthquake Report, photos 36-38, typical). It is estimated that 30% of the battered piles have these cracks. Some of the cracks in these columns have been patched, but not epoxy injected (archived photo in the March 2020 BIR, photo 17). When cracks have been epoxy-injected, the cracks are considered fully repaired. The associated previously recorded Cracking (1130) defect, regardless of the condition state, shall be removed. Cracks filled with mortar or caulk are not considered treated or repaired and the Cracking (1130) defect shall be retained as previously coded. Thus, the cracking defect has been retained.

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

UWI (04/05/2021): Aside from the corrosion noted below under Defect 1000, no other defects were noted for any of the steel columns of Bents 12 through 15 and Bents 22 through 24 (Column 10).

UWI (04/05/2021): Where exposed the steel H-Piles exhibited intact protective coating with minor coating loss. At these locations the steel has begun the corrosion process with negligible section loss at this time; Quantity 7 each in CS-2.

UWI (04/05/2021): Aside from the patched areas noted below under Defect 1080, no other underwater defects were noted for any of the RC columns of Bents 9 through 38.

UWI (04/05/2021): All the columns inspected exhibited a concrete-filled fiberglass jacket repair on the majority of the exposed column length. The submerged portions of the fiberglass jackets are generally intact with random areas of minor cracking, or delamination.

The defects in the fiberglass forms do not affect the structural integrity of the column repair. UWI Quantity 359 each in CS-2; however, this condition is coexisting with the above water cracking (25 ea) noted under Defect 1130, and the above water Impact Damage (2 ea) noted under Defect 7000, thus the total quantity will be noted as 332 each in CS-2 for patched spall area that is sound.

Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of13 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Element Group: 102 - Approach - Concrete - Concrete deck approach spans 210
215
227
234
Pier Wall-RC
Abutment-RC
Pile-RC
Delamination/Spall/Patched Area
Pier Cap-RC
Delamination/Spall/Patched Area
Efflorescence/Rust Staining
Cracking (RC and Other)
2 2
2 2
2 2
2 2
22 25
39 39
540
2 8
4 m
m
ea.
each
m
each
each
each
22 25
0 0
526
0 0
0 0
0 39
39 14
2 8
4 0
0 0
0 0
0 0
0 SUBSTRUCTURE ELEMENT INSPECTION RATINGS AND NOTES
0 0
0 0
0 0
0 0
1080
1080
1120
1130

SUBSTRUCTURE
SUBSTRUCTURE RATING =(60) 5
(205-1130) Cracking (RC and Other)
(205-7000) Damage
(210) Pier Wall-RC
(215) Abutment-RC
(227) Pile-RC
(227-1080) Delamination/Spall/Patched Area
(234-1080) Delamination/Spall/Patched Area
(234-1120) Efflorescence/Rust Staining
Routine Inspection Element Notes:

Element DescriptionElem
No.

Env Total
Qty
Units
CS 1 CS 2 CS 3 CS 4
Qty in each Condition StateDefect/
Prot Defect
There a vertical cracks at Bent 4 in Column 2 (archived photo in the March 2020 BIR, Photo 20) and two vertical cracks at Bent 5 in Column 1 (photo 7 & archived photo in the March 2020 BIR, Photo 19), one on the left side and the other on the Span 5 side, that extends up 2 feet from the channel.The cracks at Bent 5 in Column 1 are up to 0.05 inch wide and the crack at Bent 4 in Column 2 is greater than 0.05 inch wide.

The exterior battered pile at Bent 19 is damaged due to impact (archived photo in the May 2011 BIR, photo 1).

There were no significant defects noted.

There were no significant defects noted.

There are spalls on the concrete pile caps that are listed below. These conditions were first noted in the March 2006 bridge report.

Bent 32, spall on the concrete seat of Girder 1, approx. 1 foot diameter.

Bent 35, girder seat, second from the right, approx. 1 foot diameter (archived photo in the March 2006 BIR, picture 14).

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Underwater (04/05/2021): From the routine inspection above, the ABME has estimated that 30% of the battered columns have cracking in the tops of the columns above the repair jackets. 30% of the battered columns is approximately 25 ea, plus the cracking at Bent 4 and 5. The total defect quantity of columns has been revised from 146 ea to 27 ea; 26 ea in CS2 and 1 ea in CS3. This cracking condition coexists with the spall repairs reported by the UWI under Defect 1080.

There appeared to be impact damage in the tidal zone at Column 10 of Bents 19 and 20. At Bent 19,the pile is fractured at the top where it ties into the bent cap; All of the primary and hoop steel are exposed with only concrete rubble remains inside of the cage, for a height of approximately 2 feet. At Bent 20, the pile appears to have buckled above the high water mark.

From the routine inspection commentary:
"A work request was sent to the Load Ratings Branch to evaluate the capacity of the bridge due to the broken battered pile at Bent

19. Loads Ratings stated that the battered piles are for lateral loads, such as earthquake and stream current. The damaged pile should be repaired. However, no load rating is needed." Thus, two columns have beeen placed in CS-3 since the defects do not impact strength or serviceability of the element or bridge.

This damage condition coexists with the spall repairs reported by the UWI under Defect 1080.

UWI (04/05/2021): Aside from the patched areas noted below under Defect 1080, no other defects were noted for any of the RC piles of Bents 39 through 41.

UWI (04/05/2021): All the columns exhibited a concrete-filled fiberglass jacket repair on the majority of the exposed column length.

The fiberglass jackets are generally intact with no significant defects noted; Quantity 39 each in CS-2.

Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of14 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Photo 7
Vertical crack in Column 1 at Bent 4.

SUBSTRUCTURE PHOTOGRAPHS
Element Group: 102 - Approach - Concrete - Concrete deck approach spans

SUBSTRUCTURE ELEMENT INSPECTION RATINGS AND NOTES

SUBSTRUCTURE
SUBSTRUCTURE RATING =(60) 5
(234-1120) Efflorescence/Rust Staining
(234-1130) Cracking (RC and Other)
Element DescriptionElem
No.

Env Total
Qty
Units
CS 1 CS 2 CS 3 CS 4
Qty in each Condition StateDefect/
Prot Defect
There are horizontal cracks with efflorescence in the bent caps. These cracks are mostly in Bents 12-16 and 22-24 on the right side over Column 12 (archived photos in the March 2020 BIR, photos 15 and 16). These bents have corrugated metal battered piles on the south (downstream) side. The cracks with efflorescence are typically less than 3 feet in length.

There are cracks, typically less than 3 feet long and up to 0.05 inches wide, on the concrete pile caps listed below (archived photo in the October 2014 BIR, photo 35):

Bent 18, vertical crack with efflorescence under the north light post.

Bent 25, vertical crack with efflorescence over column 4 in Span 26.

Bent 32, vertical crack with efflorescence over column 13 in Span 32.

Bent 38, vertical crack under north light post.

Element Group: 101 - Main - Steel - Main steel Lift span 600
601
Support System - Structural
Support System - Mechanical
Operation
Wear(Electrical)
Corrosion (Mechanical)
2 2
2 2
2 1
4 1
1 1
ea.
ea.
ea.
ea.
ea.
1 1
0 0
0 0
2 1
1 0
0 1
0 0
1 0
0 0
0 0

MECHANICAL/ELECTRICAL ELEMENT INSPECTION RATINGS AND NOTES 9000
9002
9015

MECHANICAL/ELECTRICAL
(600) Support System - Structural
(601) Support System - Mechanical
Element DescriptionElem
No.

Env Total
Qty
Units
CS 1 CS 2 CS 3 CS 4
Qty in each Condition StateDefect/
Prot Defect
Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

The support system consists of towers, span guides, bearings, and centering pins located on towers and the pier caps on Piers 26 and 27. No deficiencies were noted.

The mechanical support system consists of the counterweight sheaves, counterweight rope anchor assemblies, span and counterweight guides, air buffers, end locks, trunnion, and machinery bearing assemblies and supports.

The sheaves have a 198 inch Pitch Dia. With 249 ring gear teeth and hold 8 counterweight ropes. Each sheave (total 4) holds 8 counterweight ropes.

The counterweight rope anchor assemblies consist of a swaged-on socket connected to each end of the ropes. The sockets are Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of15 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Element Group: 101 - Main - Steel - Main steel Lift span 602
603
604
Balance System - Structural
Balance System - Mechanical
Wear(Electrical)
Drive System - Mechanical
Operation
Housekeeping
Corrosion (Mechanical)
2 2
2 2
2 2
2 1
2 1
4 1
1 1
ea.
ea.
ea.
ea.
ea.
ea.
ea.
1 1
0 1
0 0
0 0
1 1
3 1
1 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0

MECHANICAL/ELECTRICAL ELEMENT INSPECTION RATINGS AND NOTES 9002
9000
9004
9015

MECHANICAL/ELECTRICAL
(601) Support System - Mechanical
(601-9000) Operation
(601-9002) Wear(Electrical)
(601-9015) Corrosion (Mechanical)
(602) Balance System - Structural
(603) Balance System - Mechanical
(603-9002) Wear(Electrical)
(604) Drive System - Mechanical
Element DescriptionElem
No.

Env Total
Qty
Units
CS 1 CS 2 CS 3 CS 4
Qty in each Condition StateDefect/
Prot Defect
Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:
connected to the 3 13/16 inch dia. anchor bars with 3 ¾ inch dia. Pins. The bars are anchored to the counterweight on one side and the lift span on the other with washers, keeper plates nuts and caps nuts.

At each corner of the span, a 1.5 HP, 840 RPM electric motor rives a FLk 2050YB3, triple reduction, spiral bevel (with dual output shafts) gear reducer coupled by a Falk Type FT torque control coupling. A flexible, gear-type coupling couples the gear reducer to crank shaft supported by two 3-inch, all steel, self-aligning, roller bearing pillow blocks. The crank shaft controls the movement of the lift span lock bars. A rotary limit switch is coupled to the second low speed shaft of the gear reducer by a 3-jaw coupling and sets the angular limits of the crank shaft. A limit switch operated by the lock bar provides indication and electrical interlock. A removable hand crank is provided with the electric motor and is for use in the event of a power failure.

The span has an air buffer at each corner with an 18 inch diameter internal piston to prevent hard seating. When the span seats it compresses a shaft connected to the internal cylinder. The counterweight trunnions are 21 inch dia. Pressed into the sheaves with a FN3 fit, the journals taper to a 16 inch dia. with an RC6 fit to the pillow block bearings.

The NW span lock is tagged out because the NW corner of the span does not seat fully, and the lock bar and receiver do not align.

The bridge seating issue should be addressed, and the lock bar operator put back into service.

Both the NW and SW span locks are disconnected. Seating issue is still present at NW corner. SW corner rocker bearing misaligned at the time of inspection.

The fluid levels on some of the brake thrusters were low and should be topped off.

The south machinery brake is rattling at the end of operation.

All the air buffers leak oil. The buffer seals should be replaced.

The cap nuts on all the rope anchor bars are corroded and the drain holes are plugged with rust. When some of the drain holes were cleared during inspection rusty water flowed out. The condition of the anchor bar ends is unknown. An attempt was made to remove some of the cap nuts to inspect but none could be removed as they are likely rusted on. The anchor bars are likely severely corroded and may have section loss weakening their tensile strength. The cap nuts should all be removed, and the anchor bars inspected and replaced if necessary.

Balance system consists of counterweights in steel stay-in-place forms, counterweight drums and ropes, traveling cables, and sheaves. No deficiencies were noted.

Balance system consists of reinforced concrete counterweights in steel stay-in-place forms, and counterweight rope sets.

Additional concrete balance blocks are installed within cells in the counterweights to adjust span imbalance.

The counterweight ropes (total 32) are 2 1/8 inch dia. Improved Plow Steel, 6 x 25 filler wire construction, 349,000 lb. UTS.

Wire ropes have flattened wires where they contact the sheaves. Indicating abrasive wear. Apply additional lubrication to the wire ropes and monitor for increased wear in the wires. If the wear exceeds the manufacturer allowances, replace the wire ropes.

The drive system is in the tops of the towers at Piers 26 & 27. The drive system consists of four main components. The main Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of16 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Element Group: 101 - Main - Steel - Main steel Lift span 605
606
607
Drive System - Electrical
Control System - Mechanical
Control System - Electrical
2 2
2 1
1 1
ea.
ea.
ea.
1 1
0 0
0 0
0 0
0 0
0 1

MECHANICAL/ELECTRICAL ELEMENT INSPECTION RATINGS AND NOTES

MECHANICAL/ELECTRICAL
(604) Drive System - Mechanical
(604-9000) Operation
(604-9004) Housekeeping
(604-9015) Corrosion (Mechanical)
(605) Drive System - Electrical
(606) Control System - Mechanical
Element DescriptionElem
No.

Env Total
Qty
Units
CS 1 CS 2 CS 3 CS 4
Qty in each Condition StateDefect/
Prot Defect
Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:
electric drive motor, a smaller back up air driven motor, covered and open gear reduction system driving the counterweight sheaves for counterweight ropes on each side of the bridge and motor brakes. The lift span hoisting machinery system power train consists of a 60 HP, 875 RPM electric motor coupled by flexible steel grid coupling to a Horsburgh & Scott (H&S) Model 110D double reduction, high speed gear reducer (13.93:1 ratio) which is coupled by gear type couplings to two (one for each sheave) H&S Model 155S single reduction low speed reducers (4.167:1 ratio). The low speed reducers are coupled by gear type couplings to pinion shafts on which 21 tooth pinion gears are affixed. The pinion gears drive 249 tooth (11.857:1 ratio) ring gears which are affixed to the counterweight sheaves. The power is then transmitted by friction to the sixteen (eight for each sheave) counterweighted steel wire ropes which then transmit the power to the span.

Emergency Hoisting Operations Air Motor Drive Assembly. Compressed air from a portable air compressor to be located at the tower base is provided to the air motor (Chicago Pneumatic Model CP 3501-RSM-60) by way of a filter/regulator with gauge/lubricator assembly and through a manually lever controlled, 4-way reversible air valve (Versa NO. VUH 4707) and the necessary galvanized piping and connectors. The air motor is coupled to a second, high speed shaft of the H&S double reduction gear reducer by a disconnect type gear coupling. There is a locking pin to hold the coupling in the engaged or non-engaged position.

Two General Electric thrustor type brakes are spring activated and engage each highspeed shaft of the H&S double reduction speed reducer. The brakes are released by electrically operated thrustors which are actuated by the main span control switch.

Since the back up air motors require air compressors and extensive preparation to operate the bridge no test was performed at the time of this inspection. Bridge maintenance staff stated that they could not recall the last time the air motors were used to operate the bridge. A test should be set up by maintenance staff to ensure the motors and air distribution system are still in working order.

Both Electric Hoist motors have fine metal particles present inside the motor near its stator winding slip rings. Avoid over greasing the motor bearings as this grease may get into the motor windings.

The east enclosed highspeed gear reducer gear teeth have some surface corrosion. All the other gear teeth look ok, and the gearbox oil levels are full.

The drive system is located in the top of the towers at Piers 26 & 27. The drive system consists of two electric hoist motors and a covered open gear reduction system driving rope drums for counterweight ropes on each side of the bridge. Backup power for the electrical systems including the drive motors is provided by a generator located off-site.

The East tower motor rotor winding has a low resistance and should be monitored.

Lift Span Emergency Height Indicator - The emergency height indicator is mounted on a Hub City (HC) Model 200, Style A single reduction gear reducer (2:1 ratio) which is coupled by a floating shaft with gear-type couplings to a drive adapter mounted on the North sheave shaft. When the shave shaft turns, rotation is transmitted to the emergency height indicator. The emergency height indicator provides direct readings of the span height.

Lift Span Height Transmitter - The height transmitter is coupled to a single reduction (2:1 ration), parallel shaft HC 200 hear reducer by a flexible, 3-jaw type coupling. The gear reducer is coupled to the South sheave shaft adapter by a floating shaft with gear type couplings. When the West Tower sheave shaft turns, the rotation is transmitted to the height transmitter, which transmits angular position electrically to the height indicator in the control desk.

Lift Span Limit Switch - The span limit switch is coupled to a second shaft of the same single reduction HC200 gear reducer (2:1 ratio) as the height transmitter by a flexible 3-jaw type coupling. The gear reducer is coupled to the sheave shaft by a floating shaft with gear type couplings. When the West Tower shave shaft turns, the rotation is transmitted to the span limit switch to operate the switch contacts to control the motion of the span.

Ultimate Skew Limit Switch - The ultimate skew limit switch is coupled to the South single reduction H&S 155S reducer by a floating shaft with gear type couplings. When the hoisting machinery rotates, the position is transmitted electrically to the control desk.

All the mechanical bridge control systems look to be in good working order. No deficiencies noted.

Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of17 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Element Group: 101 - Main - Steel - Main steel Lift span 608
609
610
611
612
613
Accessibility and Labeling
Interlocking System - Mechanical
Interlocking System - Electrical
Pier Protection - Structural
Nav Guidance System - Electrical
Operation
Power System - Electrical
Corrosion (Electrical)
Traffic Control Sys - Mechanical
2 2
2 2
2 2
2 2
2 1
1 1
1 1
1 1
1 1
ea.
ea.
ea.
ea.
ea.
ea.
ea.
ea.
ea.
0 1
1 1
0 0
0 0
1 0
0 0
0 0
0 1
1 0
0 0
0 0
0 0
0 0
0 1
0 0
0 1
1 0
0 0

MECHANICAL/ELECTRICAL ELEMENT INSPECTION RATINGS AND NOTES 9005
9000
9017

MECHANICAL/ELECTRICAL
(607) Control System - Electrical
(607-9005) Accessibility and Labeling
(608) Interlocking System - Mechanical
(609) Interlocking System - Electrical
(610) Pier Protection - Structural
(611) Nav Guidance System - Electrical
(611-9000) Operation
(612) Power System - Electrical
(612-9017) Corrosion (Electrical)
Element DescriptionElem
No.

Env Total
Qty
Units
CS 1 CS 2 CS 3 CS 4
Qty in each Condition StateDefect/
Prot Defect
Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

The operator desk is in the bridge house. It consists of a manual Interface, a remote PLC, control switches, sequence interlock bypass switches, and position indicating lights.

The room light fixtures have a lot of burned out lamps that should be replaced with new LED type lamps.

The electrical room has stored too many empty boxes on the floor in front of the MCC and therefore the existing space does not comply with the NEC working clearance requirements. Remove all boxes and debris from the area in front of the MCC.

The North West off-going inner gate motor has a low winding resistance of 0.33 ohm. Monitor the motor insulation resistance routinely. If it does not improve, replace or rewind the motor.

Due to inoperable traffic gates and west span locks entire bridge control system was in bypass at the time of inspection. The office of EMWW recommended a critical finding be issued until the control system is taken out of bypass mode.

See description for Element 606. All the mechanical interlocking systems look to be in good working order. No deficiencies noted.

Equipment limit switches are monitored through the operator desk indication lights and the PLC. Limit switches for the drive system motors and traffic equipment regulate the sequence of the movable span operation. Span raises without operator input to 72 ft. where it automatically stops. Operator action is required to raise the bridge higher. No deficiencies or problems observed.

Timber fenders with vertical solid protect piers 26 and 27. The fenders extend a short distance upstream and downstream. No deficiencies were noted.

The navigation guidance system consists of navigation lights.

All western fender lights are in bad condition and have burned out lamps. Replace the lamps first.

Power is delivered to the bridge house from the west side from Island Energy. Power is supplied to the east tower through a submarine cable.

Utility transformer enclosure has a rusty base and the paint is wearing out. No power issues were detected.

There are exposed wires located Southwest underneath the bridge. Install a 2inch C RSC to avoid hazards.

Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of18 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Element Group: 101 - Main - Steel - Main steel Lift span 614
615
616
617
Traffic Control Sys - Electrical
Operation
Accessibility and Labeling
Movable Bridge House - Mech
House Electrical Defect
Movable Bridge House - Elect
Movable Bridge House - Struc
2 2
2 2
2 2
2 2
1 1
1 1
1 1
ea.
ea.
ea.
ea.
ea.
ea.
ea.
0 0
0 0
0 1
1 2
1 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 1
0 0

MECHANICAL/ELECTRICAL ELEMENT INSPECTION RATINGS AND NOTES 9000
9005
9013

MECHANICAL/ELECTRICAL
(613) Traffic Control Sys - Mechanical
(614) Traffic Control Sys - Electrical
(614-9000) Operation
(614-9005) Accessibility and Labeling
(615) Movable Bridge House - Mech
(615-9013) House Electrical Defect
(616) Movable Bridge House - Elect
(617) Movable Bridge House - Struc
Element DescriptionElem
No.

Env Total
Qty
Units
CS 1 CS 2 CS 3 CS 4
Qty in each Condition StateDefect/
Prot Defect
Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Non-Routine Inspection Element Notes:

Traffic gates, flashing lights, and bells are located near end of the bridge. Each gate has flashing red lights mounted along the length of the gate arm. All the traffic gates operate normally. No deficiencies noted.

Traffic gates, flashing lights, and bells are located near end of the bridge. Each gate has flashing red lights mounted along the length of the gate arm. There are two gates at each end: outer gates which go down first and inner gates. There are two signal lights mount on steel poles on both sides of the roadway and at each end of the bridge.

The SE off going inner gate motor is tagged out because the SE inner gate motor needs to be replaced or repaired.

A signal pole located at the south west of the bridge is missing a hand hole cover. Install the hand hole cover to the pole to avoid hazards.

The bridge house is located over the roadway on the west tower, Pier 26.

Some of the machinery room lights did not work during the inspection. Replace the burned-out lamps with LED type lamps The bridge house is located over the roadway on the west tower, Pier 26. No mechanical deficiencies noted.

The bridge house is well maintained and in good condition. No defects were noted.

Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of19 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 Photo 1
Roof has failed on Tower 26.

Photo 2
Roof has failed on Tower 26.

OTHER PHOTOGRAPHS
Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of20 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 JOINT/APPR/RAIL WORK RECOMMENDATIONS

SUPERSTRUCTURE WORK RECOMMENDATIONS

SUBSTRUCTURE WORK RECOMMENDATIONS
Work By
Action
Est CostRec Date LOCAL AGENCY
Sub-Misc
03/05/2020
Str Target ROUTINE
During all previously documented underwater inspections, the steel piles supporting the towers were noted to have anodes at various locations on the pile that range between near the top and 6 feet above the channel bottom. At the time of the 2011 underwater inspection the anodes each had approximately 5 to 10 percent remaining. Both the May 2011 and April 2016 UWI reports recommended that all anodes be replaced at Piers 26 N, 26 S, 27 N, and 27 S. As of the Dist Target
EA Status PROPOSED
Work By
Work By
Action
Action
Est Cost
Est Cost
Rec Date
Rec Date

LOCAL AGENCY

LOCAL AGENCY
Rail-Repair
Rail-Repair
03/05/2020
03/02/2006
Str Target
Str Target

ROUTINE

ROUTINE
There are spalls with exposed and corroding rebar on two light posts near the base (archived photos in the March 2020 BIR, photos 8 and 9) and three with spalls near the top (March 2022 BIR, photos 3 and 4). The rebar should be cleaned and treated with a rust inhibitor and the concrete patches.

Several of the concrete rail posts have spalls with exposed rebar. The rail posts should be cleared of all loose material, the rebar cleaned and the spalls patched.

Dist Target
Dist Target
EA
EA
Status
Status

PROPOSED

PROPOSED
Work By
Work By
Work By
Work By
Work By
Action
Action
Action
Action
Action
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY
Bearings-Clean
Bearings-Replace
Super-Patch spalls
Bearings-Clean
Super-Misc
03/02/2022
03/23/2016
03/23/2016
06/12/2014
10/17/2012
Str Target
Str Target
Str Target
Str Target
Str Target

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE
The rocker bearing at the right side of Tower 26 at the lift span is frozen (archived photo in the March 2024 BIR, photo 5 and archived photos in the March 2022 BIR, photo11). The bearing should be cleaned and lubricated such that it can rotate freely.

There are broken bolts at Bents 25, 41 and 50 (archived photos in the October 2014 Earthquate Report, photo 30 and 32) and Towers 26 and 27 (archived photos in the October 2014 Earthquate Report, photo 10 to 19, 21-23). The bolts should be replaced.

There are numerous random incipient and open spalls up to 10 inches long were noted in the "Inspection Commentary" throughout the joint diaphragms and light standard pedestals at the bents of the trestle spans. The spalls should be patched.

The rocker bearing at the Northwest corner of the lift span appears to be frozen (archived photo in the March 2014 BIR, photo 3). The bearing should be cleaned and lubricated such that it can rotate freely.

Replace the missing bolt at the connection of Stringer 4 to Floor Beam 3 in Span 26.

Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
EA
EA
EA
EA
EA
Status
Status
Status
Status
Status

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

DECK WORK RECOMMENDATIONS
Work By
Work By
Action
Action
Est Cost
Est Cost
Rec Date
Rec Date

LOCAL AGENCY

LOCAL AGENCY
Deck-Methacrylate
Deck-Patch spalls
03/05/2020
03/05/2020
Str Target
Str Target

ROUTINE

ROUTINE
Due to the cracking in the deck of the concrete approach spans the approach spans should be treated with methacrylate.

The spalls in the following locations should be cleaned and patched:

Bent 3, spall with exposed rebar on the right edge under the rail post. 1 foot X 6 inch X 2 inch Span 14, spall in eastbound lane, 12 inches X 8 inches X 2 inches deep (archived photo in the March 2024 BIR, photo 3).

Span 19, spall with exposed rebar on the left edge of deck, 6 inch diameter X 1 inch.

Span 22, spall with exposed rebar in Bay 8, approximately 1 foot diameter X 1 inch (archived photo in the March 2014 BIR, photo 18).

Span 23, spall with exposed rebar in bay 8, approximately 1 foot x 3 feet x 2 inches (archived photo in the March 2022 BIR, photo 5).

Span 40, spall with exposed rebar near midspan Bay 8, approximately 1 foot x 2 feet X 2 inch (archived photo in the March 2022 BIR, photo 6).

Span 42, spall with exposed rebar near Bent 42, approximately 1 foot diameter x 1 inch (archived photo in the March 2022 BIR, photo 7)
Span 44, midspan Bay 8, approximately 1 foot diameter X 1 inch.

Dist Target
Dist Target
EA
EA
Status
Status

PROPOSED

PROPOSED

WORK RECOMMENDATIONS
Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of21 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 OTHER WORK RECOMMENDATIONS

SUBSTRUCTURE WORK RECOMMENDATIONS
Work By
Work By
Work By
Action
Action
Action
Est Cost
Est Cost
Est Cost
Rec Date
Rec Date
Rec Date

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY
Sub-Misc
Sub-Misc
Sub-Patch spalls
03/05/2020
02/16/2010
03/02/2006
Str Target
Str Target
Str Target

ROUTINE

ROUTINE
4 YEARS
April 2021 UWI, the anodes were found to be 100% depleted. The anodes should be replaced as soon as practical to prevent corrosion damage to the steel piles.

Bent 20 - Pile 13: It is recommended that the jacket be removed to fully assess the damage to the pile.

The deteriorated and damaged boards on the southwestern and northeastern sections of the fender system should be replaced. (archived photos in the March 2014 BIR, photos 5 & 6).

The following defects have been noted on the substructure and should be repaired:

The broken right exterior pile at Bent 19.

The girder seat, second from the right at Bent 35.

Dist Target
Dist Target
Dist Target
EA
EA
EA
Status
Status
Status

PROPOSED

PROPOSED

PROPOSED

WORK RECOMMENDATIONS

MECHANICAL/ELECTRICAL WORK RECOMMENDATIONS
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Action
Action
Action
Action
Action
Action
Action
Action
Action
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY
Mech/Elect-Rehab/Upg
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
03/07/2024
03/07/2024
03/07/2024
03/07/2024
03/07/2024
03/07/2024
03/07/2024
03/07/2024
03/07/2024
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
6 MONTHS

EMERGENCY

ROUTINE

ROUTINE

ROUTINE

ROUTINE

PRIORITY

PRIORITY

PRIORITY
Top off all brake thruster fluid levels.

Complete necessary repairs and take bridge out of full bypass mode. Critical finding currently issued.

There is one ceiling light fixture next to the lock motors that is burned out. Replace light bulb with in-kind type.

The middle light on the west interior traffic gate is burned out. Replace light bulb with in-kind type.

There is one light at the stairway to the upstairs electrical room that is burned out. Replace light bulb with in-kind type.

There is one light fixture on the east side machinery room that is missing a cover. Add a cover to the light fixture.

The northwest and southwest span locks are lockout/tagout with its breakers in the off position. The end locks need to be replaced or repaired.

The southeast offgoing inner gate motor is in lockout/tagout with its breaker in the off position. The inner gate motor needs to be replaced or repaired.

The SW machinery brake is rattling badly during operation. Tighten up brake connections or replace brake.

Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
EA
EA
EA
EA
EA
EA
EA
EA
EA
Status
Status
Status
Status
Status
Status
Status
Status
Status

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED
Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of22 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 OTHER WORK RECOMMENDATIONS

WORK RECOMMENDATIONS

MECHANICAL/ELECTRICAL WORK RECOMMENDATIONS
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Action
Action
Action
Action
Action
Action
Action
Action
Action
Action
Action
Action
Action
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Monitor/T
Mech/Elect-Clean
Mech/Elect-Misc
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Misc
Mech/Elect-Repair/Ad
03/07/2024
03/05/2020
03/05/2020
03/05/2020
03/05/2020
03/05/2020
03/05/2020
03/05/2020
03/14/2018
03/14/2018
03/14/2018
03/14/2018
03/14/2018
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target

EMERGENCY

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE
A critical finding was issued by Caltrans on 3/8/2024 because the entire bridge control system was running in full bypass mode. The span could be operated without traffic gates being fully down, without brakes released, etc. Make necessary repairs as listed in the work recommendations and return bridge to normal operational mode.

All Western fender lights are in bad condition and have burned out lamps. Replace the lamps.

A signal pole located at the Southwest portion of the bridge is missing a hand hole cover. Install the hand hole cover to the pole to avoid hazards.

Some of the west side traffic gate arm flashing lights did not turn on when inspected. Replace the burned out lamps with LED type.

The electrical terminals in the gate housing are lightly corroded. Replace the terminals.

The East tower drive motor has a low resistance of 0.9 megohm. Monitor the rotor insulation resistance routinely.

The electrical room has stored too many empty boxes on the floor in front of the MCC and therefore the existing space does not comply with the NEC working clearance requirements. Remove all boxes and debris from the area in front of the MCC.

All of the counterweight rope anchor caps should be removed and the threaded anchor bolts inspected. The drain holes on several of the caps were plugged with rusted metal. When cleared, water poured out of the drain holes. EMWW staff attempted on site but the caps appear to be rusted on. Soak the caps with penetrating oil and break the caps free.

Northwest inner traffic gate and Northwest outer traffic gate motors insulations readings measured with megger at their motor starter terminals in motor control center are really low as 1 mega-ohm. Take the motors insulation megger reading again at motor terminals and keep these motors under observation during the operation.

One of the lights mounted at the center of the Northwest outer traffic gate is not working. Check and repair this light.

The intercom system between bridge towers and control room is not working. Check and repair this system.

The bridge operator stated a need for advanced warning lights and cossing gates on the west and east approaches to the bridge before the train crossing. Currently traffic can proceed onto the bridge even though a train is occupying the lane(s) as it enters or exits the bridge at either end. The operator has observed traffic accidents from vehicles stopping abruptly due to train traffic.

The southwest navigation light reel junction box cover is loose. Secure the cover with a new screw.

Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
Status
Status
Status
Status
Status
Status
Status
Status
Status
Status
Status
Status
Status

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED
Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of23 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations 24 OTHER WORK RECOMMENDATIONS

WORK RECOMMENDATIONS

MECHANICAL/ELECTRICAL WORK RECOMMENDATIONS
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Work By
Action
Action
Action
Action
Action
Action
Action
Action
Action
Action
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Est Cost
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date
Rec Date

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY

LOCAL AGENCY
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Monitor/T
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Replace
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
Mech/Elect-Repair/Ad
03/14/2018
03/14/2018
03/14/2018
03/14/2018
03/23/2016
03/23/2016
03/23/2016
03/23/2016
03/27/2014
03/27/2014
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target
Str Target

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE

ROUTINE
The West tower machinery room roof is leaking water onto the transformer resister bank. This is a potential electrocution hazard! Replace the West tower machinery room roof similar to what was done on the East tower. Install a 6 inch concrete pad under both the East and West resister banks to keep them above any potential water on the floor of the equipment rooms.

One of the light fixtures in the East tower is hanging by its wires. Repair of replace the light fixture.

Top off the gear oil in the South gear box in the East machinery room. **Updated 3/5/2020, drain all gear boxes and have the gear oil analyzed. Refill the gearboxes with gear oil per the manufacturer's recommendations.

Most of the counterweight ropes have wires flattened where they contact the sheaves. Monitor the counterweight ropes for potential broken wires or continued section loss of the ropes.

The East tower lift span hoist drive motor was observed to have grease and fine metal particles present inside the motor near its stator winding slip rings. Clean the excessive grease to prevent it from getting into the motor winding to cause winding heat damage. Avoid from over-greasing the motor bearings since this grease may get into the motor winding. Also check the grease leakage into the motor.

The Northwest span lock socket opening should be enlarged to allow activation and engagement of the northwest span lock pin. This will ensure that all 4 span locks are engaged when the span is in the seated and locked position.

Southeast side traffic amber light is missing its sun shield. Install new sun shield.

Install a shim plate above the sole plate of the northwest rocker bearing to eliminate the gap between the rocker bearing plate and masonry plate. The rocker bearing assembly must be removed from the steel structure to allow placement of the shim between the rocker bearing sole plate and steel structure bearing surface. This should allow for the proper transfer of live loads to the rest pier through the rocker bearing assembly at this corner. The shim plate thickness should match the gap measured between the masonry plate surface and the bottom of the rocker bearing plate surface when the rocker bearing is in a vertical plumb position.

The Northwest corner of the bridge does not fully seat by about 0.25 to 0.5 inch (updated 3/14/2018). This is causing the weight of that corner to be borne by the air buffer assembly and is enough to cause misalignment of the locking drive pin and failure of that lock to actuate. Bridge personnel are aware of this and have left the lock drive motor disconnect open for that corner. Check the counterweight to make sure it is hanging level and that the ropes have not slipped on the sheave. If they have not, and this is not the cause of the problem, then loosen each of the 8 counterweight anchor nuts on the bottom of the span for that corner to get it to come down the needed amount. If the ropes have slipped on the sheave then a plan will need to be developed to relieve tension in the ropes enough to move them back into proper position on the sheave. **3/4/2020 update** County has hired a consultant / contractor to address the issue.

All four air buffers show signs of excessive oil leaks. This may be due to over-lubrication or it may be due to worn out seals in the piston rod guide assembly. Either reduce the amount of lubrication or remove the cylinders and have them rebuilt.

Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
Dist Target
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
Status
Status
Status
Status
Status
Status
Status
Status
Status
Status

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED

PROPOSED
Printed on: Tuesday 08/06/2024 04:26 PM 23C0248/AAAW/133282Page of24 24 Department of Transportation - Division of Maintenance Structure Maintenance & Investigations

OTHER WORK RECOMMENDATIONS
Work By
Work By
Action
Action
Est Cost
Est Cost
Rec Date
Rec Date

LOCAL AGENCY

LOCAL AGENCY
Bridge-Misc
Paint Bridge Superst
03/07/2024
03/02/2022
Str Target
Str Target

ROUTINE

ROUTINE
Replace the missing concrete tiles and asphalt on the roof of Tower 26 (March 2024 BIR, photos 1 & 2).

The paint on the steel shows signs of freckle rusting and there are sections where the paint is peeling. The steel elements on the main span should be repainted.

Rust has formed on the steel girders of the approach spans. The approach span steel girders should also be repainted.

Dist Target
Dist Target
EA
EA
Status
Status

PROPOSED

PROPOSED

WORK RECOMMENDATIONS
23C0248 MARE ISLAND CAUSEWAY 1 MILE WEST OF SR 29
133 - Unclassified
Mar 07, 2024 [AAAW]
Roof has failed on Tower 26.

Photo #1
23C0248 MARE ISLAND CAUSEWAY 1 MILE WEST OF SR 29
133 - Unclassified
Mar 07, 2024 [AAAW]
Roof has failed on Tower 26.

Photo #2
23C0248 MARE ISLAND CAUSEWAY 1 MILE WEST OF SR 29
102 - Deck-Damage/Deterioration
Mar 07, 2024 [AAAW]
Spall in the eastbound lane in Span 14.

Photo #3
23C0248 MARE ISLAND CAUSEWAY 1 MILE WEST OF SR 29
102 - Deck-Damage/Deterioration
Mar 07, 2024 [AAAW]
Typical deck cracking.

Photo #4
23C0248 MARE ISLAND CAUSEWAY 1 MILE WEST OF SR 29
102 - Deck-Damage/Deterioration
Jun 20, 2024 [AAAW]
Soffit cracks with efflorescence and rust colored staining.

Photo #5
23C0248 MARE ISLAND CAUSEWAY 1 MILE WEST OF SR 29
107 - Super-Damage/Deterioration
Mar 07, 2024 [AAAW]
Frozen rocker bearing at the right side of Tower 26.

Photo #6
23C0248 MARE ISLAND CAUSEWAY 1 MILE WEST OF SR 29
113 - Sub-Damage/Deterioration
Jun 20, 2024 [AAAW]
Vertical crack in Column 1 at Bent 4.

Photo #7
23C0248 MARE ISLAND CAUSEWAY 1 MILE WEST OF SR 29
107 - Super-Damage/Deterioration
Mar 20, 2024 [AAAW]
Typical rust on the steel girders of the approach spans.

Photo #8

INSPECTION DATE
APRIL 5, 2021

RECEIVED DATE

BY CITY OF VALLEJO
August 2, 2021

INSPECTION DATE
OCTOBER 15, 2020

RECEIVED DATE

BY CITY OF VALLEJO
June 7, 2021

1801 30TH STREET
SACRAMENTO, CA 95816
PHONE (916) 227-8631
FAX (916) 227-8357
EROL C. KASLAN
Deputy Division Chief
Structure Maintenance & Investigations
Enclosures

DIVISION OF MAINTENANCE

STRUCTURE MAINTENANCE & INVESTIGATIONS

STATE OF CALIFORNIA - CALIFORNIA STATE TRANSPORTATION AGENCY

DEPARTMENT OF TRANSPORTATION
Making Conservation
a California Way of Life.

GAVIN NEWSOM, Governor
June 7, 2021
Mr. Terrance Davis
Director Of Public Works
City of Vallejo
555 Santa Clara Street
Vallejo, CA 94590
Dear Mr. Davis:

In accordance with Title 23 of the Code of Federal Regulations (CFR) and the National Bridge Inspection Standards (NBIS), Caltrans Structure Maintenance and Investigations performed an inspection of 1 bridge under your jurisdiction. The type of inspection is indicated on the bridge report transmittal sheet. The bridges have been rated to indicate their deficiencies, structural adequacy, safe load carrying capacity and overall general condition.

Enclosed is a copy of the Bridge Inspection Report for the structure noted on the attached transmittal sheet.

The report contains descriptions of physical changes to the structure since the last inspection, recommendations for work to be done, and additional information not recorded in the previous bridge report.

Your attention is directed to the requirements of Title 23, Part 650 of the Code of Federal Regulations, where newly completed structures or any modification of existing structures shall be entered in the inventory within 90 days. Please notify this office of any newly constructed bridge or culvert within your jurisdiction, more than 20 feet measured along the center of the roadway and carrying public vehicular traffic or over a public roadway, in order that it may be entered in the inventory of bridge structures in compliance with Federal requirements.

Sincerely,

23C0248
Bridge #

MARE ISLAND CAUSEWAY
Bridge Name
Y10/15/2020 Fracture
Critical
Inspection
Date Type
Any questions regarding the 1 bridge listed above contact Chaz Kussoy @ (916) 802-4050 ([email protected]).

Bridge Report Transmittal Sheet
1 MILE WEST OF SR 29
Location
City of Vallejo
Work
1801 30TH STREET
SACRAMENTO, CA 95816
PHONE (916) 227-8631
FAX (916) 227-8357

STATE OF CALIFORNIA - CALIFORNIA STATE TRANSPORTATION AGENCY

DIVISION OF MAINTENANCE

STRUCTURE MAINTENANCE & INVESTIGATIONS

DEPARTMENT OF TRANSPORTATION
Making Conservation
a California Way of Life.

GAVIN NEWSOM, Governor

Routine Inspection:

Regularly scheduled inspection consisting of observations and/or measurements needed to determine the physical and functional condition of the bridge, to identify any changes from initial or previously recorded conditons, and to ensure that the structure continues to satisfy present service requirements.

Fracture Critical Member, Special Feature Member Inspection:

A hands-on inspection of a fracture critical member, special feature member or member components that may include visual and other non-destructive evaluation.

Hands-on. Inspection within arms length of the component. Inspection uses visual techniques that may be supplemented by nondestructive testing.

Underwater Inspection:

Inspection of the underwater portion of a bridge substructue and the surrounding channel, which cannot be inspected visually at low water by wading or probing, generally requiring diving or other appropriate techniques.

Other Inspection:

Other Inspections are conducted on damaged structures, structures that have developed specific problems, or structures suspected of developing problems. The scope of these investigations should be sufficient to determine the need for emergency load restrictions or closure of the structure, monitor a changing condition, and to assess the level of effort necessary to effect a repair.

Inspection Type Definitions:

WEB SITES:

The National Bridge Inspection Standards (NBIS) Recording and Coding Guide for the Structure Inventory and Appraisal of the Nation's Bridges, Element Level Inspection, Local Assistance Program Guidelines and other related information are posted on Caltrans Division of Local Assistance and FHWA Bridges & Structures websites.

The websites can be accessed at:

1. Caltrans Division of Local Assistance: https:dot.ca.gov/programs/local-assistance

2. FHWA: https/www.fhwa.dot.gov/BRIDGE
1801 30TH STREET
SACRAMENTO, CA 95816
PHONE (916) 227-8631

DEPARTMENT OF TRANSPORTATION

DIVISION OF MAINTENANCE

STRUCTURE MAINTENANCE & INVESTIGATIONS

STATE OF CALIFORNIA - CALIFORNIA STATE TRANSPORTATION AGENCY Making Conservation
a California Way of Life.

GAVIN NEWSOM, Governor
NOTIFICATION OF BRIDGE INSPECTION REPORT FORMAT CHANGE:

The format of this Bridge Inspection Report was changed on May 1, 2021. The Bridge Inspection Report is used to maintain inventory and condition appraisal information pertaining to bridges and culverts. It contains a comprehensive collection of data required by the Federal Highway Administration (FHWA) for recording the structure in the National Bridge Inventory, in addition to data required by Caltrans Structure Maintenance and Investigations. Numbers shown in parenthesis to the left of data items refer to the National Bridge Inventory (NBI) Items in the Recording and Coding Guide for the Structure Inventory and Appraisal of the Nation's Bridges, FHWA-PD-96-001.

Current Work Recommendations
Structure Maintenance & Investigations
The items listed above are an extraction of those work recommendations for bridge repairs resulting from the field inspection and observations that have been documented and transmitted to your office this month. Please contact the appropriate Area Bridge Maintenance Engineer with any questions regarding the content herein.

City of Vallejo
23C0248
23C0248
23C0248
23C0248
23C0248
23C0248
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Bridge No.

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY
Name
03/02/2006
03/02/2006
02/16/2010
02/16/2010
10/17/2012
03/27/2014
03/27/2014
03/27/2014
06/12/2014
03/23/2016
03/23/2016
03/23/2016
03/23/2016
Date
Recommende
d
Sub-Patch spalls
Railing-Repair
Sub-Misc.

Paint-Spot Blast/Full
Paint
Super-Misc.

Mech/Elect-
Repair/Adj.

Mech/Elect-
Repair/Adj.

Mech/Elect-
Repair/Adj.

Bearings-Clean
Mech/Elect-Replace
Bearings-Replace
Mech/Elect-
Repair/Adj.

Super-Patch spalls
Action
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Assigned
4 years
2 years
2 years
4 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
Priority
The following defects have been noted on the substructure and should be repaired:

The broken right exterior pile at Bent 19.

The girder seat, second from the right at Bent 35.

Several of the concrete rail posts have spalls with exposed rebar. The rail posts should be cleared of all loose material, the rebar cleaned and the spalls patched.

The deteriorated and damaged boards on the southwestern and northeastern sections of the fender system should be replaced. (March 2014 BIR, photos 5 & 6).

The paint on the steel shows signs of freckle rusting and there are sections where the paint is peeling. The steel elements on the main span should be repainted.

Replace the missing bolt at the connection of Stringer 4 to Floor Beam 3 in Span 26.

The Northwest seating limit switch casing is broken and tied to the support with a steel tie.

It seems like because of the broken limit switch casing the bridge seating interlock used for span locks is bypassed. Address the bridge seating issue as recommended in the Mechanical/Electrical report dated 3/27/2014, replace the broken limit switch casing and reconnect the bridge seating interlock.

All four air buffers show signs of excessive oil leaks. This may be due to over-lubrication or it may be due to worn out seals in the piston rod guide assembly. Either reduce the amount of lubrication or remove the cylinders and have them rebuilt.

The Northwest corner of the bridge does not fully seat by about 0.25 to 0.5 inch (updated 3/14/2018). This is causing the weight of that corner to be borne by the air buffer assembly and is enough to cause misalignment of the locking drive pin and failure of that lock to actuate. Bridge personnel are aware of this and have left the lock drive motor disconnect open for that corner. Check the counterweight to make sure it is hanging level and that the ropes have not slipped on the sheave. If they have not, and this is not the cause of the problem, then loosen each of the 8 counterweight anchor nuts on the bottom of the span for that corner to get it to come down the needed amount. If the ropes have slipped on the sheave then a plan will need to be developed to relieve tension in the ropes enough to move them back into proper position on the sheave. **3/4/2020 update** County has hired a consultant / contractor to address the issue.

The rocker bearing at the Northwest corner of the lift span appears to be frozen (March 2014 BIR, photo 3). The bearing should be cleaned and lubricated such that it can rotate freely.

Southeast side traffic amber light is missing its sun shield. Install new sun shield.

There are broken bolts at Bents 25, 41 and 50 (October 2014 Earthquate Report, photo 30 and 32) and Towers 26 and 27 (October 2014 Earthquate Report, photo 10 to 19, 21-23).

The bolts should be replaced.

Install a shim plate above the sole plate of the northwest rocker bearing to eliminate the gap between the rocker bearing plate and masonry plate. The rocker bearing assembly must be removed from the steel structure to allow placement of the shim between the rocker bearing sole plate and steel structure bearing surface. This should allow for the proper transfer of live loads to the rest pier through the rocker bearing assembly at this corner. The shim plate thickness should match the gap measured between the masonry plate surface and the bottom of the rocker bearing plate surface when the rocker bearing is in a vertical plumb position.

There are numerous random incipient and open spalls up to 10 inches long were noted in Notes
June 7, 2021
Current Work Recommendations
Structure Maintenance & Investigations
The items listed above are an extraction of those work recommendations for bridge repairs resulting from the field inspection and observations that have been documented and transmitted to your office this month. Please contact the appropriate Area Bridge Maintenance Engineer with any questions regarding the content herein.

City of Vallejo
23C0248
23C0248
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23C0248
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23C0248
23C0248
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23C0248
Bridge No.

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY
Name
03/23/2016
03/23/2016
03/23/2016
03/23/2016
03/14/2018
03/14/2018
03/14/2018
03/14/2018
03/14/2018
03/14/2018
03/14/2018
03/14/2018
03/14/2018
03/14/2018
03/14/2018
Date
Recommende
d
Mech/Elect-
Repair/Adj.

Paint-Spot Blast/Full
Paint
Mech/Elect-
Repair/Adj.

Mech/Elect-
Repair/Adj.

Mech/Elect-
Repair/Adj.

Mech/Elect-
Repair/Adj.

Mech/Elect-
Repair/Adj.

Mech/Elect-
Repair/Adj.

Mech/Elect-
Monitor/Test
Mech/Elect-
Repair/Adj.

Mech/Elect-
Repair/Adj.

Mech/Elect-
Repair/Adj.

Mech/Elect-
Repair/Adj.

Mech/Elect-
Repair/Adj.

Mech/Elect-Misc.

Action
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Assigned
2 years
4 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
Priority
the "Inspection Commentary" throughout the joint diaphragms and light standard pedestals at the bents of the trestle spans. The spalls should be patched.

The Northwest span lock socket opening should be enlarged to allow activation and engagement of the northwest span lock pin. This will ensure that all 4 span locks are engaged when the span is in the seated and locked position.

Rust has formed on the steel girders of the approach spans. The approach span steel girders should be repainted.

The traffic bell mounted at the traffic sign next to the southwest traffic gate is not producing sound while its electric motor could be heard spinning. Check and repair the faulty bell.

The East tower lift span hoist drive motor was observed to have grease and fine metal particles present inside the motor near its stator winding slip rings. Clean the excessive grease to prevent it from getting into the motor winding to cause winding heat damage.

Avoid from over-greasing the motor bearings since this grease may get into the motor winding. Also check the grease leakage into the motor.

The intercom system between bridge towers and control room is not working. Check and repair this system.

One of the lights mounted at the center of the Northwest outer traffic gate is not working.

Check and repair this light.

Northwest inner traffic gate and Northwest outer traffic gate motors insulations readings measured with megger at their motor starter terminals in motor control center are really low as 1 mega-ohm. Take the motors insulation megger reading again at motor terminals and keep these motors under observation during the operation.

All the lights in the west side tower machinery room and access ladder are burned out.

Replace the burned out lamps.

Most of the counterweight ropes have wires flattened where they contact the sheaves.

Monitor the counterweight ropes for potential broken wires or continued section loss of the ropes.

Top off the gear oil in the South gear box in the East machinery room. **Updated 3/5/2020, drain all gear boxes and have the gear oil analyzed. Refill the gearboxes with gear oil per the manufacturer's recommendations.

One of the light fixtures in the East tower is hanging by its wires. Repair of replace the light fixture.

The West tower machinery room roof is leaking water onto the transformer resister bank.

This is a potential electrocution hazard! Replace the West tower machinery room roof similar to what was done on the East tower. Install a 6 inch concrete pad under both the East and West resister banks to keep them above any potential water on the floor of the equipment rooms.

The southwest navigation light reel junction box cover is loose. Secure the cover with a new screw.

Both of the north end locks are tagged out with the breakers off. The end locks need to be replaced or repaired. The end locks help to align the bridge deck and the embedded train rails. Misalignment of the bridge train rail could cause the derailment of the train on the bridge.

The bridge operator stated a need for advanced warning lights and cossing gates on the west and east approaches to the bridge before the train crossing. Currently traffic can proceed onto the bridge even though a train is occupying the lane(s) as it enters or exits the Notes
Current Work Recommendations
Structure Maintenance & Investigations
The items listed above are an extraction of those work recommendations for bridge repairs resulting from the field inspection and observations that have been documented and transmitted to your office this month. Please contact the appropriate Area Bridge Maintenance Engineer with any questions regarding the content herein.

City of Vallejo
23C0248
23C0248
23C0248
23C0248
23C0248
23C0248
23C0248
23C0248
23C0248
23C0248
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23C0248
Bridge No.

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY

MARE ISLAND CAUSEWAY
Name
03/14/2018
03/05/2020
03/05/2020
03/05/2020
03/05/2020
03/05/2020
03/05/2020
03/05/2020
03/05/2020
03/05/2020
03/05/2020
03/05/2020
03/05/2020
Date
Recommende
d
Mech/Elect-
Repair/Adj.

Deck-Methacrylate
Railing-Repair
Sub-Misc.

Mech/Elect-Clean
Mech/Elect-Misc.

Mech/Elect-
Monitor/Test
Mech/Elect-
Repair/Adj.

Mech/Elect-
Repair/Adj.

Mech/Elect-
Repair/Adj.

Sub-Misc.

Deck-Patch spalls
Mech/Elect-
Repair/Adj.

Action
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Local Agency
Assigned
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
2 years
Priority
bridge at either end. The operator has observed traffic accidents from vehicles stopping abruptly due to train traffic.

Almost half of the lights in the east side tower machinery room are burned out. Replace the burned out lamps.

Due to the cracking in the deck of the concrete approach spans the approach spans should be treated with methacrylate.

There are spalls with exposed and corroding rebar on two light posts (photos 8 and 9). One is located on the left rail over Bent 30 the other is on the right rail over Bent 38. The rebar should be cleaned and treated with a rust inhibitor and the concrete patches.

During the May 2011 underwater inspection, all of the steel piles supporting the towers were noted to have anodes at various locations on the pile that range between near the top and 6 feet above the channel bottom. At the time of the underwater inspection the anodes each had approximately 5 to 10 percent remaining. It is recommended that all anodes be replaced at Piers 26 N, 26 S, 27 N, and 27 S.

The electrical room has stored too many empty boxes on the floor in front of the MCC and therefore the existing space does not comply with the NEC working clearance requirements. Remove all boxes and debris from the area in front of the MCC.

All of the counterweight rope anchor caps should be removed and the threaded anchor bolts inspected. The drain holes on several of the caps were plugged with rusted metal.

When cleared, water poured out of the drain holes. EMWW staff attempted on site but the caps appear to be rusted on. Soak the caps with penetrating oil and break the caps free.

The East tower drive motor has a low resistance of 0.9 megohm. Monitor the rotor insulation resistance routinely.

Some of the west side traffic gate arm flashing lights did not turn on when inspected.

Replace the burned out lamps with LED type.

A signal pole located at the Southwest portion of the bridge is missing a hand hole cover.

Install the hand hole cover to the pole to avoid hazards.

All Western fender lights are in bad condition and have berned out lamps. Replace the lamps.

Bent 20 - Pile 13: It is recommended that the jacket be removed to fully assess the damage to the pile.

The spalls in the following locations should be cleaned and patched:

Bent 3, spall with exposed rebar on the right edge under the rail post. 1 foot X 6 inch X 2 inch
Span 19, spall with exposed rebar on the left edge of deck, 6 inch diameter X 1 inch.

Span 22, spall with exposed rebar in Bay 8, approximately 1 foot diameter X 1 inch.

Span 24, bay 8, soffit spall near bent 24, approximately 1 foot X 3 feet X 2 inch.

Span 40, spall with exposed rebar near midspan Bay 8, approximately 1 foot diameter X 1 inch.

Span 44, midspan Bay 8, approximately 1 foot diameter X 1 inch (March 2014 BIR, photo 18).

The electrical terminals in the gate housing are lightly corroded. Replace the terminals.

Notes
Rows highlighted yellow indicate the work recommendation has exceeded the recommended time priority.

Current Work Recommendations
Structure Maintenance & Investigations
The items listed above are an extraction of those work recommendations for bridge repairs resulting from the field inspection and observations that have been documented and transmitted to your office this month. Please contact the appropriate Area Bridge Maintenance Engineer with any questions regarding the content herein.

Rows highlighted red indicate the work recommendation has an emergency priority and should be addressed as soon as possible. 3ULQWHGRQ
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23C0248 MARE ISLAND CAUSEWAY 1 MILE WEST OF SR 29
108 - Super-Details
Apr 01, 2021 [AAAR]
Underside View
Photo #1
23C0248 MARE ISLAND CAUSEWAY 1 MILE WEST OF SR 29
108 - Super-Details
Apr 01, 2021 [AAAR]
Side view
Photo #2

INSPECTION DATE
OCTOBER 29, 2018

RECEIVED DATE

BY CITY OF VALLEJO
January 16, 2019

INSPECTION DATE
MARCH 14, 2018

RECEIVED DATE

BY CITY OF VALLEJO
September 11, 2018

INSPECTION DATE
APRIL 16, 2015

RECEIVED DATE

BY CITY OF VALLEJO
July 28, 2015

INSPECTION DATE
JUNE 12, 2014

RECEIVED DATE

BY CITY OF VALLEJO
October 12, 2014

INSPECTION DATE
OCTOBER 17, 2012

RECEIVED DATE

BY CITY OF VALLEJO
August 9, 2013

INSPECTION DATE
FEBRUARY 16, 2010

RECEIVED DATE

BY CITY OF VALLEJO
August 2, 2010

STATE OF CALIFORNIA - BUSINESS, TRANSPORTA nON AND HOUSING AGENCY ARNOLD SCHWARZENEGGER, Governor

DEPARTMENT OF TRANSPORTATION

DIVISION OFMAINTENANCE

STRUCTURE MAINTENANCE & INVESTIGATIONS
180I 30thStreet
SACRAMENTO. CA 95816
PHONE(916)227-8631
FAX (916)227.8357
August 02, 20 I0
Mr. Gary A Leach
Director Of Public Works
City of Vallejo
555 Santa Clara Street
Vallejo, CA 94590
Dear Mr. Leach:

CITY OF VALLEJO
JUl 26 2010
PUBLICWORKS DEPT.

Flex your power'
Be energy efficient'
In accordance with Title 23 of the Code of Federal Regulations (Federal Highway Act) and the National Bridge Inspection Standards (NBIS), Caltrans Structure Maintenance and Investigations performed a Routine inspection of2 bridge(s) under your jurisdiction. The bridges have been rated to indicate their deficiencies, structural adequacy, safe load carrying capacity and overall general condition.

Enclosed are copies of the Bridge Inspection Reports for the structures noted on the attached transmittal sheet. These reports contain descriptions of physical changes to the structures since the last inspection, recommendations for work to be done, and additional information not recorded in the previous Bridge Reports.

Your attention is directed to the requirements of Title 23, Part 650 of the Code of Federal Regulations, where newly completed structures or any modification of existing structures shall be entered in the inventory within 90 days. Please notify this office of any newly constructed bridge or culvert within your jurisdiction, more than 20 feet measured along the center of the roadway and carrying public vehicular traffic or over a public roadway, in order that it may be entered in the inventory of bridge structures in compliance with Federal requirements.

Should you have any questions regarding the enclosed Bridge Inspection Report(s), please contact my office @ (916) 227-8843.

Sincerely,
k!Jd>a r pJW.

PETE J. WHITFIELD
Office Chief
Structure Maintenance & Investigations - (Investigations - North) Enclosures
For NAME and/or ADDRESS CHANGES, please E-mail [email protected] "Caltrans improves mohility across California"

STATE OF CALIFORNIA - BUSINESS. TRANSPORTATION AND HOUSING AGENCY

DEPARTMENT OF TRANSPORTATION

DIVISION OF MAINTENANCE

STRUCTURE MAINTENANCE & INVESTIGATIONS
180I 30th Street
SACRAMENTO. CA 95816
PHONE (916) 227-8631
FAX (916)227-8357
ARNOLD SCIIWARZENEGGER. Governor
Flex your po\l'er.'
Be ellergy efficiellt'
WEB SITES:

The National Bridge Inspection Standards (NBIS) Recording and Coding Guide for the Structure Inventory and Appraisal of the Nation's Bridges, Element Level Inspection, Structure Maintenance and Investigations Manuals, Local Assistance Program Guidelines and other related information are posted on Division of Maintenance, Structure Maintenance and Investigations; Division of Local Assistance, Local Highway Bridge Program (HBP) and FHW A websites.

The websites can be accessed at:

I. "Caltrans Structure Maintenance and Investigations" http://www.dot.ca.gov/hq/structur/strmaint/

2. "Cal trans Division of Local Assistance"
http/www.dot.ca.gov/hq/LocaIPrograms/hbrr99/hbrr99a.htm

3. "FHW A" http/www.fhwa.dot.gov/BRIDGE/mtguide.pdf
Inspection Type Definitions
Routine Inspection:

Routine Inspections consist of both the initial Inventory Inspection (the first inspection of the bridge that places it in the bridge inventory or when there has been a change in the configuration of the structure) and subsequent regularly scheduled inspections. The initial inspection provides all the Structural Inventory & Appraisal (SI&A) data required by federal and state regulations, determines the baseline structural conditions, lists any existing problems, and establishes the load capacity of the structure. Subsequent inspections consist of observations, measurements needed to determine the physical and functional condition of the bridge, to identitY any changes from the previously recorded conditions, and verification of its load capacity. These inspections are generally conducted from the deck, ground and/or water level, and from permanent work platforms and walkways, if present.

Inspection of underwater portions of the substructure is limited to observations during low-flow periods and/or probing for signs of undermining. Special equipment should be utilized in circumstances where its use provides the only practical access to areas of the structure.

Fracture Critical, Special Feature & Underwater Inspections:

Fracture Critical, Special Feature, and Underwater Inspections are up close, hands-on inspections of one or more members above or below the water level to identitY any deficiencies not readily detectable using Routine Inspection procedures. These inspections generally require special equipment such as under-bridge inspection equipment, manlifts, boats, traffic control, and railroad flagging. Personnel with special skills such as divers or structural steel inspectors trained in non-destructive testing techniques may be required.

Other Inspections:

Other Inspections are conducted on damaged structures, structures that have developed specific problems, or structures suspected of developing problems. The scope of these investigations should be sufficient to determine the need for emergency load restrictions or closure of the structure, monitor a changing condition, and to assess the level of effort necessary to effect a repair.

For NAME and/or ADDRESS CHANGES, plcase E-mail [email protected] "Caltralls improves mobility across Cal!/i,mia"

STATE OF CALIFORNIA - BUSINESS, TRANSPORTA nON AND HOUSING AGENCY

DEPARTMENT OF TRANSPORTATION

DIVISION OF MAINTENANCE

STRUCTURE MAINTENANCE & INVESTIGATIONS
180I 30th Street
SACRAMENTO, CA 95816
PHONE (916) 227-8631
FAX (916) 227-8357
ARNOLD SCHWARZENEGGER. Governor
" ----- ._-_•.._._--_._~-_._------ ----------..-_.._-----~---- - Flex your power!
Be energy efficient!
Bridge Report Transmittal Sheet
Batch 18021
jBr.Number
) 23C0248
23C0258
Bridge Name

MARE ISLAND CAUSEWAY

MARE ISLAND WEST APPROACH
Inspection
Date Type
02/16/2010 Routine
02/16/2010 Routine
Outstanding
Work
Y
Y
2 Bridge(s) in this Transmittal
For NAME and/or ADDRESS CHANGES, please E-mail [email protected] "Caltrans improves mohility ocmss Cali/ilmia"

DEPARTMENT OF TRANSPORTATION
Structure Maintenance & Investigations
Bridge Number
Facility Carried:

Location
City
Inspection Date
23C0248

G STREET
1 MILE WEST OF SR 29

VALLEJO
02/16/2010
Bridge Inspection Report
STRUCTURE NAME: MARE ISLAND CAUSEWAY

CONSTRUCTION INFORMATION
Inspection Type
Routine FC Underwater Special Other
o D D D D
Year Built
Year Widened:

Length (m)
1934
1980
612
Skew (degrees):

No. of Joints
No. of Hinges
o
52 o
Structure Description: Main span: Steel box girder vertical lift span, w/steel floor beams, steel roadway beams and railroad girders frame into the floor beams, and steel grating deck.

Concrete Appoach spans: steel roadway beams and railroad girders convered by a concrete deck.

Span Configuration :49 @ 36 ft, 1 @ 8.5 ft, 1 @ 26 ft, 1 @ 165 ft

LOAD CAPACITY AND RATINGS
Design Live Load: OTHER OR UNKNOWN
Inventory Rating: 32.1 metric tonnes Calculation Method: LOAD FACTOR Operating Rating: 53.5 metric tonnes Calculation Method: LOAD FACTOR Permit Rating PPPGO
Posting Load Type 3: Legal Type 3S2:Legal Type 3-3:Legal

DESCRIPTION ON STRUCTURE
Deck X-Section: Main: 2.5 tr, 35.4', 1.5' curb, 6.5' sw, 2.5' tr Approach: l' br, 30', 7.7' sw, l' br
Total Width: 11.5 m Net Width: 9.1 m
Rail Description: Steel rail supported by concrete posts Min. Vertical Clearance: 6.70

DESCRIPTION UNDER STRUCTURE
No. of Lanes: 3
Rail Code 0000
Channel Description: Alluvial deposits consisting of Silty Clay and organics

CONDITION TEXT

HISTORY
This bridge was originally constructed in 1934 using a series of concrete trestle pile bents to support the approach spans leading to an original 101 foot Bascule Span located approximately at the midpoint of the bridge. The piles supporting the approach spans were severely deteriorated during the 1972 inspection and concrete filled casing was used to repair the deteriorated piles. The Bascule Span was relaced in 1980 by a 165 foot steel box girder lift span. The support towers were also replaced at this time.

INSPECTION RESPONSIBIITIES
This is a complex movable bridge structure and requires several coordinated inspection efforts.

The ABME is responsible for the general overall condition of the structure with the following details handled by other functional groups:

Structures Maintenance and Investigations, Office of Specialty Investigations is Printed on:Wednesday 07/21/2010 02:58 PM 23C0248/AAAC/18021

Page

CONDITION TEXT
responsible for the inspection of the fracture critical elements of the steel lift span section of the structure. A fracture critical inspection needs to be performed on this structure and is in the process of being scheduled.

Structures Maintenance and Investigations, Office of Specialty Investigations is responsible for the inspection of the the underwater elements. The underwater inspection is on a 60 month inspection cycle with the last inspection on 2/28/2006.

Division of Engineering Services, Office of Mechanical and Electrical is responsible for any and all inspection related to the movable mechanics. A mechanical inspection needs to be performed on this structure and is in the process of being scheduled.

CONDITION OF STRUCTURE
Inspection Access:

The deck investigation was performed on February 16, 2010. A substructure investigation was performed on March 16, 2010 on the dive boat. Due to the high water in the Napa river, the dive team is responsible for inspecting the piles and pile extensions on this structure.

Main Lift Span:

Deck:

The steel grated deck is open along the length of the railroad tracks and on the lift span portion. Otherwise, the the steel grating is filled with concrete/grout at the tower locations (photo 1) of the roadway and the sidewalk. The paint is entirely worn away from the surface of the steel grating. The spalls and popouts noted in the last report along the sidewalk have been repaired. New concrete has been placed on the sidewalk. The joints on the lift span are open joints lined with steel and remain in good condition.

Superstructure:

The steel members all appear to be in good condition. The paint on the steel shows signs of freckle rusting (photos 2 and 3) and there are sections where the paint is peeling (Photo 4).

Fender system:

The fender system appears to be in fair condition and functioning adequately. However there are a few boards that have deteriorated at the water line (picture 5). The deteriorated boards should be replaced.

Concrete Approach Spans:

Deck and Rail:

Transverse deck crack are present in all spans of the concrete approach slabs. The cracks are approximately 1/64 to 1/16" in size and spaced 2 to 6 feet apart (photos 6, 7 and 8). Many of these cracks reflect through to the soffit with efflorescence (photo 9).

This type of cracking is normal for concrete slabs and is not considered to be structurally significant.

Several of the concrete rail posts have been repaired (photo 10). However, there are still concrete rail posts and light posts that have spalls with exposed rebar (photos 11 & 12). The rail posts should be cleared of all loose material, the rebar cleaned and the 2 of 6
Printed on:Wednesday 07/21/2010 02:58 PM 23C0248/AAAC/18021

CONDITION TEXT
spalls patched.

There are shallow spalls in random locations in Spans 27, 38, 42, and 46 to 50 along the double yellow line (photo 13). It appears that concrete was placed along the deck in this location to fill a void left by the removal of a rail. No rebar is exposed and no corrective action is required at this time.

Superstructure:

The steel stringers all appear to be in good condition and functioning adequately.

Substructure:

There are various cracks and spalls on the concrete pile caps and piles that are listed below. Although, these defects are not critical to the capacity of the bridge, some of these defects require repairing and are noted in the Work recommendations. locations on the concrete approach spans were noted to have cracks and topleft (north) battered pile has horizontal and diagonal cracking near the left battered pile appears to have been patched and the patch is failing spall at the top of the right (south) exterior battered pile (photo 14) girder seat, second from the right
soffit spalls on the right (south) side of the soffit
right exterior pile cap has two exposed rebars
The following
spalls:

Bent 13,
Bent 14,
Bent 19,
Bent 35,
Bent 37,
Bent 38,

PAINT CONDITION
The paint on the steel shows signs of freckle rusting (photos 2 and 3) and there are sections where the paint is peeling (Photo 4). The steel elements on the main span should be repainted.

RECOMMENDATIONS
Several of the concrete rail posts have spalls with exposed rebar. The rail posts should be cleared of all loose material, the rebar cleaned and the spalls patched.

The following defects have been noted on the substructure and should be repaired:

The broken right exterior pile at Bent 19.

The girder seat, second from the right at Bent 35.

Soffit spalls on the right (south) side of the soffit at Bent 37.

The right exterior pile cap has two exposed rebars at Bent 38.

SAFE LOAD CAPACITY
The Inventory and Operating Ratings for this structure are 32.1 and 53.5 metric tonnes, respectively. This rating is based on the rating calculation completed on April 13, 2010 by the Rating Analysis Branch, that established an Inventory and Operating Rating Factor of 0.99 and 1.65, respectively. This rating is based on zero (0) inches of AC on the deck.

Env Total Units Qty in each Condition State
Qty St. 1 St. 2 St. 3 St. 4 St. 5
2 630 sq.m. 0 630 0 0 0
2 275 sq.m. 0 0 275 0 0
Steel Deck - Open Grid
Steel Deck - Concrete Filled
Grid
101 28
101 29

ELEMENT INSPECTION RATINGS
F#Elem Element Description
Printed on: Wednesday 07/21/2010 02:58 PM 23C0248/AAAC/18021

IF#Elem Element Description Env Total Units Qty in each Condition State Qty St. 1 St. 2 St. 3 8t. 4 St. 5
101 107 Painted Steel Open Girder/Beam
101 113 Painted Steel Stringer
101 152 Painted Steel Floor Beam
101 228 Timber Submerged Pile
101 304 Open Expansion Joint
101 311 Moveable Bearing (roller,
sliding, etc.)
101 313 Fixed Bearing
101 330 Metal Bridge Railing - coated
or uncoated
2 2
2 2
2 2
2 2
100
450
75 1
60 2
2 100
m.
m.
m.
ea.
m.
ea.
ea.
m.
85 400
65 1
60 2
2 100
15 50
10 o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
102 205
102 12
102 106
480 ea.
6200 sq.m.
4850 m.
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
1 o
o
10 o
o
o
o
2 o
o
o
o
o
o
100
1 1
477
450
440
o
o
22 25
530
560
450
6200
4850
m.
m.
m.
m.
m.
ea.
ea.
ea.
ea.
450
540
1 1
22 25
540
560
450
2 2
2 2
2 2
2 2
2 2
2 2
Concrete Deck - Bare
Unpainted Steel Open
Girder/Beam
Reinforced Conc Column or Pile
Extension
102 210 Reinforced Conc Pier Wall
102 215 Reinforced Conc Abutment
102 234 Reinforced Conc Cap
102 301 Pourable Joint Seal
102 311 Moveable Bearing (roller,
sliding, etc.)
102 313 Fixed Bearing
102 333 Other Bridge Railing
102 358 Deck Cracking
102 359 Soffit of Concrete Deck or Slab

WORK RECOMMENDATIONS
RecDate: 02/16/2010
Action : Paint-Spot Prep/Full
Work By: LOCAL AGENCY
Status : PROPOSED
EstCost:

StrTarget: 4 YEARS
DistTarget:

EA:

The paint on the steel shows signs of
freckle rusting (photos 2 and 3) and
there are sections where the paint is
peeling (Photo 4). The steel elements on
the main span should be repainted.

RecDate: 02/16/2010
Action: Sub-Misc.

Work By: LOCAL AGENCY
Status : PROPOSED
EstCost:

StrTarget: 2 YEARS
DistTarget:

EA:

The fender system appears to be in fair
condition and functioning adequately.

However there are a few boards that have
deteriorated at the water line (picture
5). The deteriorated boards should be
replaced.

RecDate: 03/02/2006
Action : Railing-Repair
Work By: LOCAL AGENCY
Status : PROPOSED
EstCost:

StrTarget: 2 YEARS
DistTarget:

EA:

Several of the concrete rail posts have
spalls with exposed rebar. The rail
posts should be cleared of all loose
material, the rebar cleaned and the
spalls patched.
noted on
repaired:
at Bent
following defect have been
substructure and should be
broken right exterior pile
The
the
The

19. The girder seat, second from the right at
Bent 35.

Soffit spalls on the right (south) side
of the soffit at Bent 37.

The right exterior pile cap has two
EstCost:

StrTarget: 4 YEARS
DistTarget:

EA:

RecDate: 03/02/2006
Action : Sub-Patch spalls
Work By: LOCAL AGENCY
Status : PROPOSED
Printed on: Wednesday 07/21/2010 02:58 PM 23C0248/AAAC/18021

WORK RECOMMENDATIONS

exposed rebars at Bent 38.

Inspected By W. John Baker
Printed on: Wednesday 07/21/2010 02:58 PM 23C0248/AAAC/18021

STRUCTURE INVENTORY AND APPRAISAL REPORT
**************** IDENTIFICATION ***************
*************** NAVIGATION DATA ***************
*************** GEOMETRIC DATA ****************
(27) YEAR BUILT 1934
(106) YEAR RECONSTRUCTED 1980
(42) TYPE OF SERVICE: ON- HIGHWAY-RAILROAD 4
UNDER- WATERWAY 5
(28) LANES:ON STRUCTURE 03 UNDER STRUCTURE 00
(29) AVERAGE DAILY TRAFFIC 1000
(30) YEAR OF ADT 2000 (109) TRUCK ADT 10 %
(19) BYPASS, DETOUR LENGTH 6 KM
5 7
5 8
N
5 2
N
8 8
0000
6 o
1 53.5
1 32.1
LOADS 5
A
02/06
24 MO

CFI DATE
CODE 35
612 M
$7,000,000
$1,400,000
$11,760,000
2010
2567
2028

60.5 OBSOLETE

99.2 96.8
SUFFICIENCY RATING =

STATUS FUNCTIONALLY

HEALTH INDEX
PAINT CONDITION INDEX =
********** PROPOSED IMPROVEMENTS
DECK

SUPERSTRUCTURE

SUBSTRUCTURE

CHANNEL & CHANNEL PROTECTION

CULVERTS
********* LOAD RATING AND POSTING ********* CODE

STRUCTURAL EVALUATION

DECK GEOMETRY

UNDERCLEARANCES, VERTICAL & HORIZONTAL

WATER ADEQUACY

APPROACH ROADWAY ALIGNMENT

TRAFFIC SAFETY FEATURES

SCOUR CRITICAL BRIDGES
************* CLASSIFICATION ************* CODE
NElS BRIDGE LENGTH- YES Y
HIGHWAY SYSTEM- NOT ON NHS 0
FUNCTIONAL CLASS- MINOR ARTERIAL URBAN 16
DEFENSE HIGHWAY- NOT STRAHNET 0

PARALLEL STRUCTURE- NONE EXISTS N
DIRECTION OF TRAFFIC- 2 WAY 2

TEMPORARY STRUCTURE-
FED.LANDS HWY- NOT APPLICABLE 0
DESIGNATED NATIONAL NETWORK - NOT ON NET 0
TOLL- ON FREE ROAD 3
MAINTAIN- CITY OR MUNICIPAL HIGHWAY AGENCY 04
OWNER- CITY OR MUNICIPAL HIGHWAY AGENCY 04
HISTORICAL SIGNIFICANCE- NOT DETERMINABLE 4

DESIGN LOAD- OTHER OR UNKNOWN

OPERATING RATING METHOD- LOAD FACTOR

OPERATING RATING-

INVENTORY RATING METHOD- LOAD FACTOR

INVENTORY RATING-

BRIDGE POSTING- EQUAL TO OR ABOVE LEGAL

STRUCTURE OPEN, POSTED OR CLOSED-

DESCRIPTION- OPEN, NO RESTRICTION

TYPE OF WORK- SUP/SUB REHAB

LENGTH OF STRUCTURE IMPROVEMENT

BRIDGE IMPROVEMENT COST

ROADWAY IMPROVEMENT COST

TOTAL PROJECT COST

YEAR OF IMPROVEMENT COST ESTIMATE

FUTURE ADT

YEAR OF FUTURE ADT
*************** INSPECTIONS ***************
**************** APPRAISAL **************** CODE
**************** CONDITION **************** CODE
(90) INSPECTION DATE 02/10 (91) FREQUENCY
(92) CRITICAL FEATURE INSPECTION: (93)

A) FRACTURE CRIT DETAIL- NO MO A)
B) UNDERWATER INSP- YES 60 MO B)

C) OTHER SPECIAL INSP- NO MO C)
***********************************************
(31)
(63)
(64)
(65)
(66)
(70)
(41)
(58)
(59)
(60)
(61)
(62)
(112)
(104)
(26)
(100)
(101)
(102)
(103)
(105)
(110)
(20)
(21)
(22)
(37)
(67)
(68)
(69)
(71)
(72)
(36)
(113)
(75)
(76)
(94)
(95)
(96)
(97)
(114)
(115)
STEEL
315
STEEL
302
1 54
CODE 3
CODE 0
CODE 0
CODE 0
CODE 1
CODE 2

30.5 M

5.7 M

42.7 M
CODE
STRUCTURE TYPE MAIN:MATERIAL-

TYPE- MOVABLE - LIFT
STRUCTURE TYPE APPR:MATERIAL-

TYPE- STRINGER/MULTI-BEAM OR GDR CODE

NUMBER OF SPANS IN MAIN UNIT

NUMBER OF APPROACH SPANS

DECK STRUCTURE TYPE- OPEN GRATING
WEARING SURFACE / PROTECTIVE SYSTEM:

TYPE OF WEARING SURFACE- NONE

TYPE OF MEMBRANE- NONE

TYPE OF DECK PROTECTION- NONE
*************** AGE AND SERVICE ***************
******** STRUCTURE TYPE AND MATERIAL *********
(44)
(43 )
(48) LENGTH OF MAXIMUM SPAN 50.3 M
(49) STRUCTURE LENGTH 612.0 M
(50) CURB OR SIDEWALK: LEFT 0.0 M RIGHT 2.4 M
(51) BRIDGE ROADWAY WIDTH CURB TO CURB 9.1 M
(52) DECK WIDTH OUT TO OUT 11.5 M
(32) APPROACH ROADWAY WIDTH (W/SHOULDERS) 9.0 M
(33) BRIDGE MEDIAN- NO MEDIAN 0
(34) SKEW 0 DEG (35) STRUCTURE FLARED NO
(10) INVENTORY ROUTE MIN VERT CLEAR 99.99 M
(47) INVENTORY ROUTE TOTAL HORIZ CLEAR 11.5 M
(53) MIN VERT CLEAR OVER BRIDGE RDWY 6.70 M
(54) MIN VERT UNDERCLEAR REF- NOT H/RR 0.00 M
(55) MIN LAT UNDERCLEAR RT REF- NOT H/RR 0.0 M
(56) MIN LAT UNDERCLEAR LT 0.0 M
(1) STATE NAME- CALIFORNIA 069
(8) STRUCTURE NUMBER 23C0248
(5) INVENTORY ROUTE(ON/UNDER)- ON 15000000
(2) HIGHWAY AGENCY DISTRICT 04
(3) COUNTY CODE 095 (4) PLACE CODE 81666
(6) FEATURE INTERSECTED- NAPA RIVER
(7) FACILITY CARRIED- G STREET
(9) LOCATION- 1 MILE WEST OF SR 29
(11) MILEPOINT/KILOMETERPOINT 0
(12) BASE HIGHWAY NETWORK- NOT ON NET 0
(13) LRS INVENTORY ROUTE & SUBROUTE
(16) LATITUDE 38 DEG 06 MIN 38 SEC
(17) LONGITUDE 122 DEG 16 MIN 29 SEC
(98) BORDER BRIDGE STATE CODE % SHARE %
(99) BORDER BRIDGE STRUCTURE NU~BER
(45)
(46)
(107)
(108)
A)
B)
C)
(38) NAVIGATION CONTROL- BR PERMIT REQ
(Ill) PIER PROTECTION- FUNCTIONING
(39) NAVIGATION VERTICAL CLEARANCE
(116) VERT-LIFT BRIDGE NAV MIN VERT CLEAR
(40) NAVIGATION HORIZONTAL CLEARANCE
Printed on: Wednesday 07/21/2010 02:58 PM 23C0248/AAAC/18021

1 MILE WEST OF SR 29

MARE ISLAND CAUSEWAY
02/16/2010 [AAAC]
102 - PHOTO-DECK DAMAGE/DETERIORATION
23C0248
Photo NO.1
shallow spalls on the tower roadway section
107 - PHOTO-SUPER DAMAGEIDETERIORATION
..

Photo NO.2
Paint condition on the main lift span

1 MILE WEST OF SR 29

MARE ISLAND CAUSEWAY
02/16/2010 (AAAC]
108. PHOTO.SUPER DETAILS
23C0248
Photo No.3
Paint condition on the main lift span
107. PHOTO-SUPER DAMAGEIDETERIORATION
Photo No.4
Paint peeling on Bent 27

1 MILE WEST OF SR 29

MARE ISLAND CAUSEWAY
02/16/2010 (AAAC)
117 - PHOTO-SUB MISC.
23C0248
Photo NO.5
deterioration on the fender system
102 - PHOTO-DECK DAMAGE/DETERIORATION
'.

Photo NO.6
Typical Deck cracking

1 MILE WEST OF SR 29

MARE ISLAND CAUSEWAY
02/16/2010 [AAAC] 23C0248
102 - PHOTO-DECK DAMAGE/DETERIORATION
- !
Photo No.8
Deck cracking

1 MILE WEST OF SR 29

MARE ISLAND CAUSEWAY
02/16/2010 [AAAC]
107 - PHOTO-SUPER DAMAGEIDETERIORATION
23C0248
Photo No.9
Typical soffit cracking
123 - PHOTO-RAIL REPAIRS
Photo No. 10
Repaired rail posts

1 MILE WEST OF SR 29

MARE ISLAND CAUSEWAY
02/16/2010 [AAAC]
119 - PHOTO-RAIL DAMAGEIDETERIORA TlON
23C0248
Photo No. 11
Spalls on the rail posts
119 - PHOTO-RAIL DAMAGE/DETERIORATION
Photo No. 12
Exposed rebar on a light post

1 MILE WEST OF SR 29

MARE ISLAND CAUSEWAY
02/16/2010 [AAAC]
102. PHOTO-DECK DAMAGE/DETERIORATION
Photo No. 13
Shallow spalls on the deck
113 - PHOTO-SUB DAMAGE/DETERIORATION
23C0248
Photo No. 14
Spall on the top of the right battered pile at Bent 19

DEPARTMENT OF TRANSPORTATION
Structure Maintenance & Investigations
Bridge Number
Facility Carried:

Location
City
Inspection Date
23C0258

G STREET
1 MILE S. OF HWY 37

VALLEJO
02/16/2010
Bridge Inspection Report
Inspection Type
Routine FC Underwater Special Other
II] D D D D
STRUCTURE NAME: MARE ISLAND WEST APPROACH

CONSTRUCTION INFORMATION
Year Built
Year Widened:

Length (m)
1934
N/A

14.6 Skew (degrees):

No. of Joints
No. of Hinges
o
o
o
Structure Description: Timber deck with AC overlay on timber stringers Span Configuration :3 @ 16 feet
metric tonnes
metric tonnes
Type 3-3:Legal

NO RATING ANALYSIS

NO RATING ANALYSIS
Calculation Method:

Calculation Method:

Type 3S2:Legal

OTHER OR UNKNOWN
o
o
XXXXX
Type 3: Legal

LOAD CAPACITY AND RATINGS
Design Live Load:

Inventory Rating:

Operating Rating:

Permit Rating
Posting Load

DESCRIPTION ON STRUCTURE
Deck X-Section: I' br, 30', 7' sw, l'br
Total Width: 9.3 m
Rail Description: Timber
Min. Vertical Clearance: Unimpaired
Net Width: 9.0 m No. of Lanes: 2
Rail Code 0000

DESCRIPTION UNDER STRUCTURE
Channel Description: Sandy, clay with gravel.

CONDITION TEXT

REVISIONS
Element #32, Timber Deck - w/AC overlay, has upgraded to Condition state 1. New AC is on the deck and in good condition.

Element #117, Timber Stringer, an additional 2 meters was downgraded to condition state 4 due to the decay found on stringer 5 in Span 3.

CONDITION OF STRUCTURE
Deck and Rail:

The AC on the deck in new and in good condition.

Superstructure:

The decayed timber stringers are supplemented with glue laminated timbers (photos 1 & 2).

Stringers 1, 7 & 8 are supplemented with one glue lam, while Stringers 2, 3, & 4 are supplemented with two glue lams. The Glue lams measure 3.5" by 14".

During this inspection five of the eleven stringers that are not supplemented were drilled. Of the five locations drilled only one found further decay, Stringer 5 in Span

3. Due to the supplemented stringer (4) and the sound stringer (6) that are adjacent to Printed on: Monday 07/19/2010 04:01 PM 23C0258/AAAB/18021

Page

CONDITION TEXT
this stringer and the temporary shoring that remains in place reducing the span length in half, no corrective action is required at this time.

The sketch provided in the January 2009 report has been modified and included with this report. The modifications include the locations of the glue laminated timbers and the drilled location.

Substructure:

The timber piles at Abutment 1 and the steel H-pile extensions at Bents 2 and 3 and Abutment 4 were checked for apparent defects and none were found. Due to the condition of timber stringers, the city installed supplemental bents, in September 2008, in all three spans. The temporary shoring consists of W14X90 steel bent caps supported by timbers to ground level. Three of the 12"x12" timbers supporting the shoring in Spans 2 and 3 have a 1/2" vertical crack. This condition was originally noted in the October 2008 Bridge Report, based on the pictures in the October report, this condition remains unchanged.
2 of 3

ELEMENT INSPECTION RATINGS
#Elem Element Description Env Total Units Qty in each Condition State Qty St. 1 St. 2 St. 3 St. 4 St. 5
101 32 Timber Deck - w/ AC Overlay 2 136 sq.m. 136 0 0 0 0 101 117 Timber Stringer 2 132 m. 67 0 0 65
101 202 Painted Steel Column or pile 2 27 ea. 27 0 0 0 0 Extension
101 206 Timber Column or Pile Extension 2 9 ea. 9 0 0 0 0 101 215 Reinforced Cone Abutment 2 9 m. 9 0 0 0 0
101 216 Timber Abutment 2 9 m. 9 0 0 0 0
101 333 Other Bridge Railing 2 30 m. 30 0 0 0 0

WORK RECOMMENDATIONS
RecDate: 09/22/2008
Action : Super-Replace
Work By: LOCAL AGENCY
Status : PROPOSED
Inspected By
EstCost:

StrTarget:

DistTarget:

EA:
1 YEAR
Replace the decayed timber stringers.

Printed on: Monday 07/19/2010 04:01 PM 23C0258/AAAB/18021

STRUCTURE INVENTORY AND APPRAISAL REPORT
(48) LENGTH OF MAXIMUM SPAN 4.9 M
(49) STRUCTURE LENGTH 14.6 M
(50) CURB OR SIDEWALK: LEFT 0.1 M RIGHT 2.1 M
(51) BRIDGE ROADWAY WIDTH CURB TO CURB 9.0 M
(52) DECK WIDTH OUT TO OUT 9.3 M
(32) APPROACH ROADWAY WIDTH (W/SHOULDERS) 9.0 M
(33) BRIDGE MEDIAN- NO MEDIAN 0
(34) SKEW o DEG (35) STRUCTURE FLARED NO
(10) INVENTORY ROUTE MIN VERT CLEAR 99.99 M
(47) INVENTORY ROUTE TOTAL HORIZ CLEAR 9.3 M
(53) MIN VERT CLEAR OVER BRIDGE RDWY 99.99 M
(54) MIN VERT UNDERCLEAR REF- NOT H/RR 0.00 M
(55) MIN LAT UNDERCLEAR RT REF- NOT H/RR 0.0 M
(56) MIN LAT UNDERCLEAR LT 0.0 M
******** STRUCTURE TYPE AND MATERIAL *********
(38) NAVIGATION CONTROL- NOT APPLICABLE
(111) PIER PROTECTION-
(39) NAVIGATION VERTICAL CLEARANCE
(116) VERT-LIFT BRIDGE NAV MIN VERT CLEAR
(40) NAVIGATION HORIZONTAL CLEARANCE
********~****** GEOMETRIC DATA ****************
7 3
7 N
N
N
2 T
o
o
3 04
04 4
CODE
Y
o
16 o
2 5
N
N
8 0000
N
CODE 31

14.6 M
$312,800
$62,560
$525.504
2010
2567
2028
.0
N/A

33.8 *************

STRUCTURALLY DEFICIENT
RATING =SUFFICIENCY
STATUS

HEALTH INDEX
PAINT CONDITION INDEX =
************* CLASSIFICATION
********** PROPOSED IMPROVEMENTS **********
DECK

SUPERSTRUCTURE

SUBSTRUCTURE

CHANNEL & CHANNEL PROTECTION

CULVERTS

STRUCTURAL EVALUATION

DECK GEOMETRY

UNDERCLEARANCES, VERTICAL & HORIZONTAL

WATER ADEQUACY

APPROACH ROADWAY ALIGNMENT

TRAFFIC SAFETY FEATURES

SCOUR CRITICAL BRIDGES

NBIS BRIDGE LENGTH- YES

HIGHWAY SYSTEM- NOT ON NHS

FUNCTIONAL CLASS- MINOR ARTERIAL URBAN

DEFENSE HIGHWAY- NOT STRAHNET

PARALLEL STRUCTURE- NONE EXISTS
DIRECTION OF TRAFFIC- 2 WAY

TEMPORARY STRUCTURE- TEMP STR/COND EXIST
FED.LANDS HWY- NOT APPLICABLE

DESIGNATED NATIONAL NETWORK - NOT ON NET

TOLL- ON FREE ROAD

MAINTAIN- CITY OR MUNICIPAL HIGHWAY AGENCY

OWNER- CITY OR MUNICIPAL HIGHWAY AGENCY

HISTORICAL SIGNIFICANCE- NOT DETERMINABLE
********* LOAD RATING AND POSTING ********* CODE
DESIGN LOAD- OTHER OR UNKNOWN 0
OPERATING RATING METHOD- NO RATING ANALYSIS 5
OPERATING RATING- 0
INVENTORY RATING METHOD- NO RATING ANALYSIE 5
INVENTORY RATING- 0
BRIDGE POSTING- EQUAL TO OR ABOVE LEGAL LOADS 5

STRUCTURE OPEN, POSTED OR CLOSED- D

DESCRIPTION- OPEN - TEMPORARY SHORING

TYPE OF WORK- REPLACE FOR DEFICIENC

LENGTH OF STRUCTURE IMPROVEMENT

BRIDGE IMPROVEMENT COST

ROADWAY IMPROVEMENT COST

TOTAL PROJECT COST

YEAR OF IMPROVEMENT COST ESTIMATE

FUTURE ADT

YEAR OF FUTURE ADT
***********************************************
*************** INSPECTIONS ***************
**************** APPRAISAL **************** CODE
**************** CONDITION **************** CODE
(90) INSPECTION DATE 02/10 (91) FREQUENCY 12 MO
(92) CRITICAL FEATURE INSPECTION: (93) CFI DATE

A) FRACTURE CRIT DETAIL- NO MO A)
B) UNDERWATER INSP- o MO B)

C) OTHER SPECIAL INSP- NO MO C)
(58)
(59)
(60)
(61)
(62)
(31)
(63)
(64 )
(65)
(66)
(70)
(41)
(67)
(68)
(69)
(71)
(72)
(36)
(113)
(75)
(76)
(94)
(95)
(96)
(97)
(114)
(115)
(112)
(104)
(26)
(100)
(101)
(102)
(103)
(105)
(110)
(20)
(21)
(22)
(37)
SEC
SEC
%
1934
0000
5 o
00 1000
10 %
STREET
HWY 37
o
o
CODE N
CODE

0.0 M
M

0.0 M
069
23C0258
15000000
04 06 MIN 32.6
16 MIN 44.5
% SHARE

WOOD OR TIMBER
OR GDR CODE 702

OTHER/NA
CODE 000
3 ON
G
1 MILE S. OF
(4) PLACE CODE 81666

MARE ISLAND
(109) TRUCK ADT

HIGHWAY-PEDESTRIAN
OTHER
02 UNDER STRUCTURE
TYPE MAIN:MATERIAL-

STRINGER/MULTI-BEAM
TYPE APPR:MATERIAL-

OTHER/NA

SPANS IN MAIN UNIT

STATE NAME- CALIFORNIA

STRUCTURE NUMBER

INVENTORY ROUTE(ON/UNDER)-

HIGHWAY AGENCY DISTRICT
COUNTY CODE 095

FEATURE INTERSECTED-

FACILITY CARRIED-

LOCATION-

MILEPOINT/KILOMETERPOINT

BASE HIGHWAY NETWORK- NOT ON NET

LRS INVENTORY ROUTE & SUBROUTE
LATITUDE 38 DEG
LONGITUDE 122 DEG

BORDER BRIDGE STATE CODE

BORDER BRIDGE STRUCTURE NUMBER
**************** IDENTIFICATION ***************

STRUCTURE
TYPE-

STRUCTURE
TYPE-

NUMBER OF
NUMBER OF APPROACH SPANS 0
DECK STRUCTURE TYPE- TIMBER CODE 8
WEARING SURFACE / PROTECTIVE SYSTEM:

TYPE OF WEARING SURFACE- BITUMINOUS CODE 6
TYPE OF MEMBRANE- NONE CODE 0
TYPE OF DECK PROTECTION- NONE CODE 0
*************** AGE AND SERVICE ***************
BYPASS, DETOUR LENGTH 6 KM

YEAR BUILT

YEAR RECONSTRUCTED
TYPE OF SERVICE: ON-
UNDER-
LANES:ON STRUCTURE

AVERAGE DAILY TRAFFIC
YEAR OF ADT 2000
*************** NAVIGATION DATA ***************
(43 )
(44 )
(1)
(8)
(5)
(2 )
(3)
(6 )
(7)
(9)
(11)
(12)
(13)
(16)
(17)
(98)
(99)
(28)
(29)
(30)
(19)
(45)
(46)
(107)
(108)
A)
B)
C)
(27)
(106)
(42)
Printed on: Monday 07/19/2010 04:01 PM 23C025S/AAAB/1S021

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ClibPDF - www.faslio.colll

1 MILE S. OF HWY 37

MARE ISLAND WEST APPROACH
02/16/2010 [AAAB]
111 - PHOTO-SUPER REPAIRS
23C0258
Photo No.1
decayed stringers are supplemented with glue laminated stringers 111 - PHOTO-SUPER REPAIRS
Photo No.2
Glue laminated timbers

ACTION ITEM 9.C.

DATE: April 22, 2025
TO: Mayor and Members of the City Council
FROM: Jason Ta, Chief of Police
SUBJECT: ADOPT A RESOLUTION CREATING A COUNCIL AD-HOC SUBCOMMITTEE TO WORK

WITH CITY STAFF ON SETTLEMENT AGREEMENT POLICE REFORM EFFORTS AND

APPOINTMENT OF THREE MEMBERS OF THE CITY COUNCIL TO THE AD-HOC

SUBCOMMITTEE

RECOMMENDATION
Adopt a Resolution Authorizing the Creation of a Council Ad-hoc Subcommittee to work with City Staff on Settlement Agreement Police Reform Efforts and Appoint Three Members of the City Council to the Ad-hoc Subcommittee.

REASONS FOR RECOMMENDATION
This item was a councilmember request approved by the City Council to be brought back for discussion and possible action.

BACKGROUND AND DISCUSSION
The City of Vallejo and Vallejo Police Department (VPD) have been engaged with the California Department of Justice (CALDOJ) since June of 2020 seeking to implement agreed upon reform measures first through a collaborative agreement and then through a settlement agreement approved in April of 2024. The agreements provide for the City to work with CALDOJ and the evaluator jointly selected by the City, VPD and CALDOJ to implement a variety of agreed upon reforms. Pursuant to the settlement agreement, the City and CALDOJ work to prepare annual work plans to help inform and progress the work. The Year-1 plan and working groups are in progress and the Year- 2 work plan will be forthcoming shortly.

An ad-hoc subcommittee may be formed for only a limited stated purpose and duration. As proposed, the charge of the ad-hoc subcommittee would be to meet periodically to: (1) receive more frequent updates from City staff on the progress in order to increase community confidence in the process; (2) monitor the progress and participate in the update process to the full City Council; (3) consider and carry forward to Council recommendations on resource requests and cross departmental collaboration to assist in moving the process forward; and (4) meet periodically with the CALDOJ staff, the department evaluator, and City staff to receive updates and engage in communications to support the work, with the goal of increasing the likelihood of a successful outcome in implementing the agreed upon reforms.

The duration of the ad hoc subcommittee would be limited to the duration of the settlement agreement. The subcommittee would no longer be operative after all requirements of the agreement are met.

FISCAL IMPACT
Creation of the subcommittee will likely have no financial impact on the City beyond staff time. However, there may be future financial impacts depending upon the outcome of the CALDOJ process.

ENVIRONMENTAL REVIEW

Date: April 22, 2025
Subject:

ADOPT A RESOLUTION CREATING A COUNCIL AD-HOC SUBCOMMITTEE TO WORK WITH

CITY STAFF ON SETTLEMENT AGREEMENT POLICE REFORM EFFORTS AND

APPOINTMENT OF THREE MEMBERS OF THE CITY COUNCIL TO THE AD-HOC

SUBCOMMITTEE

This action is exempt from the California Environmental Quality Act (CEQA) because it is not a project which has a potential for resulting in either a direct physical change in the environment, or a reasonably foreseeable indirect physical change in the environment, pursuant to CEQA Guideline section 15378.

ATTACHMENTS

1. Resolution Police Reform Subcommittee CAO Stamp

CONTACT
Jason Ta, Chief of Police (707) 648-4540
[email protected]

RESOLUTION NO.

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF VALLEJO

AUTHORIZING THE CREATION OF A COUNCIL AD-HOC SUBCOMMITTEE TO

WORK WITH CITY STAFF ON SETTLEMENT AGREEMENT POLICE REFORM

EFFORTS AND APPOINTMENT OF THREE MEMBERS OF THE CITY COUNCIL TO

THE AD-HOC SUBCOMMITTEE
WHEREAS, The City of Vallejo and Vallejo Police Department have been engaged with the California Department of Justice (CALDOJ) since June of 2020 on the implementation of agreed upon reform measures through a collaborative reform agreement and settlement agreement. The agreements provide for the City to work with CALDOJ and the evaluator jointly selected by the City, VPD and CALDOJ to implement a variety of agreed upon reforms. Pursuant to the settlement agreement, the City and CALDOJ work to prepare annual work plans to help inform and progress the work. The Year-1 plan and working groups are in progress and the Year- 2 work plan will be forthcoming shortly.

WHEREAS, a councilmember requested and the City Council approved an item to be brought back for discussion and possible action for the creation of an ad-hoc subcommittee to work with city staff regarding issues related to City’s police reform efforts contained within the settlement agreement with the CALDOJ and appoint three City Council members as members of the ad-hoc subcommittee; and WHEREAS, the ad-hoc subcommittee would meet periodically to increase community confidence in the way the reform efforts are being carried out; and WHEREAS, California state law allows for the creation of City Council ad hoc subcommittees for a limited purpose and a limited duration provided they are composed of only less than a quorum of the City Council.

NOW THEREFORE, the City Council of the City of Vallejo resolves as follows:

1. An ad-hoc subcommittee (the “Subcommittee”) of the City Council is hereby created for the sole purposes of: (1) receiving more frequent updates from City staff on the progress of the reform work in order to increase community confidence in the process; (2) monitoring the progress and participating in updates to the full City Council and community; (3) considering and carrying forward to the full Council recommendations on resource requests and cross departmental collaboration to assist

in moving the process forward; and (4) meeting periodically with the CALDOJ staff, the department evaluator, and City staff to receive updates and engage in communications to support the work, with the goal of increasing the likelihood of a successful outcome in implementing the agreed upon reforms.

2. The membership of the Subcommittee shall consist of three members of the City Council appointed by a majority of the City Council.

3. The Subcommittee shall have a limited existence and shall be for the sole purposes set forth herein. The Subcommittee shall no longer be operative after all requirements of the settlement agreement are met.

4. Councilmembers ___________________, ___________________ and _______________ are hereby appointed to such subcommittee.

ADOPTED by the City Council of the City of Vallejo at a _______________ meeting held on __________, 2025 with the following vote:

AYES:

NOES:

ABSENT:

ABSTAIN:

ANDREA SORCE, MAYOR
ATTEST:

DAWN G. ABRAHAMSON, CITY CLERK
ACTION ITEM 9.D.

DATE: April 22, 2025
TO: Mayor and Members of the City Council
FROM: Dawn G. Abrahamson, City Clerk
SUBJECT: ADOPT A RESOLUTION APPOINTING TWO MEMBERS OF THE CITY COUNCIL TO

THE STANDING PUBLIC SAFETY COMMITTEE

RECOMMENDATION
Adopt a resolution appointing two members of the CIty Council to the standing Public Safety Committee

REASONS FOR RECOMMENDATION
Pursuant to Vallejo Municipal Code Section 2.03.350D, appointments to boards, commissions and committees shall be considered and acted upon by the City Council in open public meetings of the council, unless otherwise permitted by law. Pursuant to 2.02.350E, the Mayor is authorized to make appointments, with the consent of the City Council, to committees composed solely of councilmembers and to special ad hoc committees of limited duration of purpose.

BACKGROUND AND DISCUSSION
At its meeting on January 14, 2025, the Council adopted a resolution consenting to and approving various appointments to Commissions, Boards and Committees for 2025. At that meeting, the Council agreed to return at a future meeting date to revisit the public safety-related committees as well as several others left to be determined, including appointments relating to community based (nonprofit) organizations.

At its meeting on February 18, 2025, the Council considered community based (nonprofit) organizations, appointments to the Solano 360 Implementation Committee and the Green Empowerment Zone (GEZ) and several public safety related-committees including the Public Safety Committee and the Public Safety & Quality of Life Ad-hoc Subcommittee. At that meeting, there was Council consensus to return at a later meeting date for appointments to the Public Safety Committee and allow the Public Safety & Quality of Life Ad-hoc Subcommittee to sunset on its own, which will be November 28, 2025.

Public Safety Council Committee
On December 20, 2011, the City Council, created a standing City Council Public Safety Committee consisting of 2 members. On January 31, 2012, the size of this standing committee was increased to 3 members with changes to the defined purpose and responsibilities of the Committee.

On February 28, 2012, the membership of this standing committee was reduced from 3 to 2 members and the specific objectives of the Committee were redefined. On April 3, 2012, the membership of this standing committee was reaffirmed to be comprised of 2 members of the CIty Council including redefining the purpose and responsibilities of the committee again as follows:

1. Receive referrals and make recommendations to the City Council regarding public safety issues within the City Council's discretion.

2. Receive public input regarding enhancement of public safety in the community from an Ad-Hoc Citizens Public Safety Advisory Committee. The Ad-Hoc Citizens Pubic Safety Advisory Committee

Date: April 22, 2025
Subject: ADOPT A RESOLUTION APPOINTING TWO MEMBERS OF THE CITY COUNCIL TO

THE STANDING PUBLIC SAFETY COMMITTEE

was established April 3, 2012 as an advisory to the Council Public Safety Committee for a limited duration and was charged with 3 specific subject areas. In January of 2013, the ad-hoc committee completed its work with a final report to the City Council and was dissolved.

3. Review opportunities for public safety costs savings, revenue opportunities and enhanced technology to create a safer community.

4. Review ongoing enhancements of public safety underway in the police and fire departments (i.e., implementation of Assessment Report items).

It is important to note that this standing committee is subject to the Brown Act and meetings shall be open to the public. In addition, the duties and responsibilities of this 2-member committee are as outlined immediately above, except for 3. If the Council wishes to change the duties and responsibilities of this standing committee or the composition of the committee, it will need to provide direction to staff at the meeting and a subsequent item to take that action will be scheduled at a later meeting date, which could also include appointments at that meeting date.

If the Council chooses to proceed with appointing 2 members of the Council tonight, staff recommends adoption of the resolution set forth in Attachment 1 to this staff report.

FISCAL IMPACT
There is no fiscal impact in the filling of vacancies on standing committees

ENVIRONMENTAL REVIEW
This action is exempt from the California Environmental Quality Act (CEQA) because it is not a project which has a potential for resulting in either a direct physical change in the environment, or a reasonably foreseeable indirect physical change in the environment, pursuant to CEQA Guideline section 15378.

ATTACHMENTS

1. Resolution Council Public Safety Committee Appointments CAO Stamp

CONTACT
Dawn G. Abrahamson, MMC, City Clerk (707) 648-4527
[email protected]

RESOLUTION NO.

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF VALLEJO APPOINTING

TWO MEMBERS OF THE CITY COUNCIL TO THE STANDING PUBLIC SAFETY

COMMITTEE
WHEREAS, on December 20, 2011 the City Council adopted Resolution No. 11-173 N.C. establishing a City Council Public Safety Committee consisting of 2 members; and WHEREAS, on January 31, 2012 the City Council adopted Resolution No. 12-023 N.C. which in part increased the size of the Committee to 3 members and defined the specific objectives of the Committee; and
WHEREAS, on February 28, 2012, the City Council adopted Resolution No. 12-037 N.C. which in part specifically reduced the membership of the Committee from 3 to 2 councilmembers and defined the specific objectives of the Committee; and WHEREAS, on April 3, 2012, the City Council adopted Resolution No. 12-050 N.C. which in part reaffirmed the membership of the Committee at 2 councilmembers and the specific objectives of the Committee; and
WHEREAS, as reaffirmed in Resolution No. 12-050 N.C., the committee shall consist of 2 members and the purpose and responsibilities of the City Council standing Public Safety Committee are as follows:

1. Receive referrals and make recommendations to the City Council regarding public safety issues within the City Council’s discretion.

2. Review opportunities for public safety cost savings, revenue opportunities and enhanced technology to create a safer community.

3. Review ongoing enhancements of public safety underway in the police and fire departments (e.g. Implementation of Assessment Report items).

WHEREAS, California state law allows for the creation of City Council standing committees which are subject to the Ralph M. Brown Act; and NOW THEREFORE, the City Council of the City of Vallejo resolves as follows:

1. The purpose and responsibilities of the City Council standing Public Safety Committee are as outlined above.

2. The membership of the Committee shall consist of two members of the City Council appointed by a majority of the City Council.

3. The standing Public Safety Committee is subject to the Ralph M. Brown Act and must comply with the Act.

4. Councilmembers ___________________ and ___________________ are hereby appointed to such committee.

ADOPTED by the City Council of the City of Vallejo at a regular meeting held on April 22, 2025 with the following vote:

AYES:

NOES:

ABSENT:

ABSTAIN:

ANDREA SORCE, MAYOR
ATTEST:

DAWN G. ABRAHAMSON, CITY CLERK
INFORMATIONAL ITEM 10.A.

DATE: April 22, 2025
TO: Mayor and Members of the City Council
FROM: Gillian Haen, Assistant City Manager
Natalie Peterson, Assistant to the City Manager
SUBJECT: BROADWAY PROJECT MONTHLY UPDATE

RECOMMENDATION
Receive an update on the Broadway Project.

REASONS FOR RECOMMENDATION
At the December 10, 2024 the Vallejo City Council requested that staff provide a monthly update on the Broadway Project through completion of the project in order to track construction timelines and budget.

BACKGROUND AND DISCUSSION
On May 10, 2022, the City of Vallejo ("City"), Firm Foundation Community Housing ("Firm"), and Shelter Inc. ("Shelter") were awarded a California Department of Housing and Community Development (HCD) Homekey Program (“Homekey”) Round 2 Grant of $11,621,866. Grant funds were approved to be used by Firm Foundation to develop and build a permanent supportive housing project to house chronically homeless individuals in Vallejo. On June 10, 2022, the Council accepted the grant and amended the City’s budget to receive the grant. On June 14, 2022, the Council approved a resolution to appropriate Homekey Round 2 grant funding for the Broadway Project.

The Project
The Broadway Project ("Project") is a permanent supportive modular housing project designed to house the chronically homeless. The estimated total cost of the Project is $27M. Construction began on September 19, 2022 and is anticipated to be completed in May 2025. The property is anticipated to be fully "leased-up" and residents moved in within 90 days of construction completion. Firm Foundation currently owns the site and manages the Project and its construction in compliance with Homekey deliverables and timeline regulations.

The Project will include 47 permanent supportive housing units (studios), affordable to extremely low to very low income households, an on-site case manager unit, a community room, and courtyard. On-site wrap- around services will be provided to facilitate connections to services, benefits, and community resources.

Project Funding
As noted above, the City of Vallejo, Firm Foundation Community Housing, and Shelter Inc. were awarded a Homekey Round 2 Grant of $11,621,866 to develop and build the Project. Additional funding from other sources has also been assembled. All of the funding sources for the Project are listed below:

Funding Source Amount
State of CA Homekey $11,621,866
City of Vallejo American Rescue Plan Act (ARPA) $192,740 Solano County American Rescue Plan Act (ARPA) $3,000,000 City of Vallejo American Rescue Plan ACT (ARPA) $200,000 Infill Infrastructure Grant Program $2,559,656
Wells Fargo Grant* $90,000
LMIHAF Loan $3,300,000

Date: April 22, 2025
Subject: BROADWAY PROJECT MONTHLY UPDATE

City of Vallejo American Rescue Plan Act (ARPA) $3,270,335 Measure P Loan Funding $2,879,665
Total project funding $27,114,262
*Awarded directly to Firm Foundation

The project budget has had some construction budget overruns due to rain delays since January. These are projected to be approximately $600,000 by the project-end. These increased costs are due to site insurance, security, and construction management of the site for the increased time to complete the project due to rain delay. Staff has directed Firm Foundation to seek the additional needed funding from outside partners. Firm Foundation is looking to find project partners to sponsor rooms, community center, and other opportunities to assist in closing the funding gap.

Staff have provided previous monthly updates to City Council at their January 28th, February 25th, and March 25th Council meetings.

Project Construction Status as of April 14, 2025
The Project is continuing to move forward and is over 97% complete and on track to complete construction on May 29, 2025.

City staff has been meeting weekly with Firm Foundation and Cannon Construction, the General Contractor for the Project, to review construction status and budget. At the last update to Council on March 25th staff provided an update on receiving permanent power from PG&E. The property has received power and is in the process of getting unit meters installed to provide power to each individual unit. Firm and Cannon are working to receive a confirmed date from PG&E on the unit meter install. At the March 25th meeting staff informed the City Council that a milestone extension request was submitted to HCD to incorporate the updated timeline for construction completion with the information regarding the permanent power timeline received from PG&E.

This request has been reviewed by HCD and they are aware of the updated project timeline and status.

City staff meet regularly with the proposed operator, Shelter, Inc., to continue contract negotiations related to a lease and operator agreement. It is the intent to bring the agreement to Council for review and possible approval in May 2025. Meetings with the leasing team, which includes Resource Connect Solano (RCS), the coordinated entry provider for Solano County, Shelter, Inc., and City staff, resumed in January 2025 to ensure that the project and project occupancy documents are ready once occupancy permits are issued for the intended lease up process to begin.

FISCAL IMPACT
There is no fiscal impact associated with this item.

ENVIRONMENTAL REVIEW
The City filed a Notice of Exemption with the Clerk of the Board of Supervisors of the County of Solano and with the Office of Planning and Research for the Broadway Project on July 6, 2022.

ATTACHMENTS
None

CONTACT
Gillian Haen, Assistant City Manager
[email protected]