Section 9. Section 19. 0 ( Waiver) is hereby replaced in its entirety to read as follows:
19. 0 Waiver
No delay or omission to exercise any right, power or remedy accruing to City under this Agreement shall impair any right, power or remedy of City, nor shall it be construed as a waiver of, or consent to, any breach or default.
No waiver of any breach, any failure of a condition, or any right or remedy under this Agreement shall be ( i) effective unless it is in writing and signed by the Party making the waiver, ( ii) deemed to be a waiver of, or consent to, any other breach, failure of a condition, or right or remedy, or (iii) deemed to constitute a continuing waiver unless the writing expressly so states." Section 10. Section 24. 0( Ownership of Work Product is hereby added to the A r
eement to read as follows:
24. 0 Ownership of Work Product
24. 1. Unless otherwise agreed upon in writing, all field notes and other notes, draft and final reports, drawings, specifications, data, surveys, studies, plans, maps, models, photographs, images, ideas, concepts, designs including but not limited to website designs, source code, object code, computer files, electronic data and/ or electronic files, other media of any kind whatsoever, and any other documents and written material of any kind, created, developed, prepared or used by Consultant in the performance of this Agreement ( collectively " Work Product") shall be considered " works made for hire," for the benefit of City. Upon completion of, or in the event of termination or expiration of this Agreement, all Work Product and any and all intellectual property rights arising from their creation, including, but not limited to, all copyrights and other proprietary rights, shall be and remain the property of City without restriction or limitation upon their use, duplication or dissemination by City upon final payment being made in accordance with Subsection 5. 3, and may be used, reused or otherwise disposed of by City for any purpose without Consultant' s consent; provided that any use, reuse or modification of the Work Product by City for any purpose other than the purpose for which the Work Product was prepared or provided under this Agreement shall be at City' s own risk. Consultant shall not obtain or attempt to obtain copyright protection as to any of the Work Product.
24. 2. Consultant hereby assigns to City all ownership and any and all intellectual property rights to the Work Product that are not otherwise vested in City pursuant to Subsection 24. 1.
24. 3. Consultant warrants and represents that it has secured all necessary licenses, consents or approvals to use any instrumentality, thing or component as to which any intellectual property right exists, including computer software, used in the rendering of the Services and the production of all Work Product produced under this Agreement, and that City has full legal title to and the right to reproduce the Work Product for any purpose.
Consultant shall defend, indemnify and hold City, its elected and appointed officials, officers, employees, agents, servants, attorneys, volunteers, and those City agents serving as independent contractors in the role of City officials, harmless from any loss, claim or liability in any way related to a claim that City' s use of any of the Work Product violates federal, state or local laws, or any contractual provisions, or any laws relating to trade names, licenses, franchises, copyrights, patents or other means of protecting intellectual property rights and/or interests in products or inventions. Consultant shall bear all costs arising from the use of patented, copyrighted, trade secret or trademarked documents, materials, equipment, devices or processes in connection with its provision of the Services and Work Product produced under this Agreement. In the event the use of any of the Work Product or other deliverables hereunder by City is held to constitute an infringement and the use of any of the same is enjoined, Consultant, at its expense, shall: ( i) secure for City the right to continue using the Work Product and other deliverables by suspension of any injunction, or by procuring a license or licenses for City; or ( ii) modify the Work Product and other deliverables so that they become non -infringing while remaining in compliance with the requirements of this Agreement.
Consultant' s covenants and obligations under this Section shall survive the expiration or termination of this Agreement.
24. 4. Upon expiration or termination of the Agreement, Consultant shall deliver to City all Work Product and other deliverables related to any Services performed pursuant to this Agreement without additional cost or expense to City. If Consultant prepares a document on a computer, Consultant shall provide City with said document both in a printed format and in an electronic format that is acceptable to City.
Section 11. Section 25. 5( Confidentiality) is hereby added to the Agreement to read as follows.,
25.0 Confidentiality
25. 1. Consultant may have access to financial, accounting, statistical, and personnel data of individuals and City employees, trade secrets, and/ or other information that may be protected under other
applicable laws relating to privacy, confidentiality and/ or privilege.
Consultant covenants that all Work Product (as defined in Subsection 24. 1) and/ or any other data, documents, writings, discussion or other information created, developed, received or provided by Consultant in the performance of this Agreement are confidential unless such information is in the public domain or already known to Consultant. Consultant shall not release or disclose any such Work Product, data, documents, writings, discussion or other information to persons or entities other than City without prior written authorization by City. City shall grant such authorization if applicable law requires disclosure. Consultant, its officers, employees, agents, servants, and/ or subcontractors shall not without written authorization from the City Manager or unless requested in writing by the City Attorney, voluntarily provide declarations, letters of support, testimony at depositions, response to interrogatories or other information concerning the Services performed under this Agreement or relating to any project or property located within City. Response to a subpoena or court order shall not be considered voluntary," provided Consultant gives City timely notice of such court order or subpoena.
25. 2. Consultant shall promptly notify City should Consultant, its officers, employees, agents, servants, and/ or subcontractors be served with any summons, complaint, subpoena, notice of deposition, request for documents, interrogatories, request for admissions or other discovery request, court order or subpoena from any party regarding this Agreement and the work performed thereunder or with respect to any project or property located within City. City may, but has no obligation to, represent Consultant or be present at any deposition, hearing or similar proceeding.
Consultant agrees to cooperate fully with City and to provide City with the opportunity to review any response to discovery requests provided by Consultant. However, City' s right to review any such response does not imply or mean the right by City to control, direct or rewrite the response.
25. 3. Consultant' s covenants and obligations under this Section shall survive the termination or expiration of this Agreement." Section 12. Section 26. 0 ( Inspection and Audit of Records) is hereby added to the Agreement to read as follows:
26. 0 Inspection and Audit of Records
Consultant shall maintain complete and accurate records with respect to all Services and other matters covered under this Agreement, including but expressly not limited to, all Services performed, salaries, wages, payroll, invoices, time cards, cost control sheets, costs, expenses, receipts and
other records and Work Product with respect to this Agreement. Consultant shall maintain adequate records on the Services provided in sufficient detail to permit an evaluation of all Services in connection therewith. All such records shall be clearly identified and readily accessible. Upon 24 hours' notice by City, during regular business hours Consultant shall provide City with free access to such records, and the right to examine and audit the same and to make copies and transcripts as City deems necessary, and shall allow inspection of all program data, information, documents, proceedings and activities and all other matters related to the performance of the Services under this Agreement. Consultant shall retain all financial and program service records and all other records related to the Services and performance of this Agreement for at least three ( 3) years after expiration, termination or final payment under this Agreement, whichever occurs later. City' s rights under this Section shall survive for three ( 3) years after expiration, termination or final payment under this Agreement, whichever occurs later."
Section 13. Section 27. 0 ( Permits and Licenses) is hereby added to the Agreement to read as follows:
27. 0 Permits and Licenses
Consultant and all of Consultant' s employees and other personnel shall obtain and maintain during the Agreement term all necessary licenses, registrations, permits and certificates required by law for the provision of the Services under this Agreement, including a business license as required by the Seal Beach Municipal Code."
Section 14. Section 28. 0( Safety Requirements) is hereby added to the AcIreement to read as follows:
28. 0 Safety Requirements
All work performed under this Agreement shall be performed in such a manner as to provide safety to the public and to meet or exceed the safety standards outlined by CAL OSHA and other applicable state and federal laws. City may issue restraint or cease and desist orders to Consultant when unsafe or harmful acts are observed or reported relative to the performance of the Services. Consultant shall maintain the work sites free of hazards to persons and property resulting from its operations. Consultant shall immediately report to City any hazardous condition noted by Consultant."
Section 15. Section 29. 0 Labor Certification) is hereby added to the Agreement to read as follows:
29. 0 Labor Certification
By its signature hereunder, Consultant certifies that it is aware of the provisions of Section 3700 of the California Labor Code that require every employer to be insured against liability for Workers' Compensation or to undertake self-insurance in accordance with the provisions of that Code, and agrees to comply with such provisions before commencing the performance of the Services."
Section 16. Section 30. 0( Prevailing Wage and -Payroll Records is hereby added to the Agreement to read as follows:
30. 0 Prevailing Wage and Payroll Records
To the extent that this Agreement calls for services that, in whole or in part, constitute "public works" as defined in the California Labor Code, Consultant shall comply in all respects with all applicable provisions of the California Labor Code, including those set forth in Exhibit B, attached hereto and incorporated by reference herein. "
Section 17. Section 31. 0 ( Government Code Claim Compliance) is hereby added to the Agreement to read as follows:
31. 0 Government Code Claim Compliance
In addition to any and all requirements of this Agreement pertaining to notices of and requests for compensation or payment for additional services, disputed work, claims and/ or changed conditions, Consultant must comply with the claim procedures set forth in Government Code Section 900 et seq. prior to filing any lawsuit against City. Such Government Code claims and any subsequent lawsuit based upon the Government Code claims shall be limited to those matters that remain unresolved after all procedures pertaining to additional services, disputed work, claims, and/ or changed conditions have been followed by Consultant. If no such Government Code claim is submitted, or if any prerequisite contractual requirements are not otherwise satisfied as specified herein, Consultant shall be barred from bringing and maintaining a lawsuit against City."
Section 18. Section 32. 0 ( Non -Exclusive Agreement) is hereby added to the Agreement to read as follows:
32. 0 Non -Exclusive Agreement
Consultant acknowledges that City may enter into agreements with other consultants for services encompassed by or similar to the services that are subject to this Agreement or may have its own employees perform services
encompassed by or similar to those services contemplated by this Agreement."
Section 19. Section 33. 0 ( Final Payment Acceptance Constitutes Release) is hereby added to the Agreement to read as follows:
33. 0 Final Payment Acceptance Constitutes Release
The acceptance by Consultant of the final payment made under this Agreement shall operate as and be a release of City from all claims and liabilities for compensation to Consultant for anything done, furnished or relating to Consultant' s work or services. Acceptance of payment shall be any negotiation of City's check or the failure to make a written extra compensation claim within ten calendar days of the receipt of that check.
However, approval or payment by City shall not constitute, nor be deemed, a release of the responsibility and liability of Consultant, Its employees, subcontractors, agents, and servants for the accuracy and competency of the information provided and/ or work performed; nor shall such approval or payment be deemed to be an assumption of such responsibility or liability by City for any defect or error in the work prepared by Consultant, its employees, subcontractors, agents and servants."
Section 20. Section 34. 0 ( Corrections) is hereby added to the Agreement to read as follows:
34. 0 Corrections
In addition to the indemnification obligations set forth above, Consultant shall correct, at its expense, all errors in the work which may be disclosed during City' s review of Consultant's report or plans. Should Consultant fail to make such correction in a reasonably timely manner, such correction may be made by City, and the cost thereof shall be charged to Consultant. In addition to all other available remedies, City may deduct the cost of such correction from any retention amount held by City or may withhold payment otherwise owed Consultant under this Agreement up to the amount of the cost of correction."
Section 21. Section 35. 0 ( Non -Appropriations of Funds) is hereby added to the Agreement to read as follows:
35. 0 Non -Appropriation of Funds
Payments to be made to Consultant by City for any Services performed within the current fiscal year are within the current fiscal budget and within an available, unexhausted fund. In the event that City does not appropriate sufficient funds for payment of Consultant' s Services beyond the current
fiscal year, this Agreement shall cover payment for Consultant' s Services only to the conclusion of the last fiscal year in which City appropriates sufficient funds and shall automatically terminate at the conclusion of such fiscal year."
Section 22. Section 36. 0 ( Mutual Cooperation) is hereby added to the Agreement to read as follows:
36. 0 Mutual Cooperation
36. 1 City' s Cooperation. City shall provide Consultant with all pertinent data, documents and other requested information as is reasonably available for Consultant' s proper performance of the Services required under this Agreement.
36. 2 Consultant' s Cooperation. Consultant agrees to work closely and cooperate fully with City' s representative and any other agencies that may have jurisdiction or interest in the work to be performed. In the event any claim or action is brought against City relating to Consultant' s performance of Services rendered under this Agreement, Consultant shall render any reasonable assistance that City requires."
Section 23. Section 37. 0 ( Time is of the Essence) is hereby added to the Agreement to read as follows:
37. 0 Time of the Essence
Time is of the essence in respect to all provisions of this Agreement that specify a time for performance; provided, however, that the foregoing shall not be construed to limit or deprive a Party of the benefits of any grace or use period allowed in this Agreement."
Section 24. Section 38. 0 ( Titles and Headings) is hereby added to the Agreement to read as follows:
38. 0 Titles and Headings
The titles and headings used in this Agreement are for convenience only and shall in no way define, limit or describe the scope or intent of this Agreement or any part of it."
Section 25. All references to the term " Agreement" throughout Sections
1. 0 through 38. 0 inclusive, of the Agreement are hereby modified to include the
this Amendment 1, dated October 27, 2025, and all provisions hereof, as if all of those terms are fully set forth therein.
Section 426. Except as expressly modified or supplemented by this Amendment 1, all other provisions of the Agreement shall remain unaltered and in full force and effect.
Section 427. The persons executing this Amendment 1 on behalf of Consultant warrants that he or she is fully authorized to execute this Amendment 1 on behalf of said Party, and that by his or her execution, Consultant is formally bound to the provisions of this Amendment 1.
Signatures on the following pages]
IN WITNESS WHEREOF, the Parties hereto, through their respective authorized representatives have executed this Agreement as of the date and year first above written.
CITY OF SEAL BEACH
0 Atti
0 r ' ' F
Patrick Gallegos, City Manager
CONSULTANT: HF& H Consultants,
LLC ,
BY
Laith B. Ezzet
Senior Vice President
Approved as to Form.
By i&- A
Nicholas Ghirelli, City Attorney
EXHIBIT A- 1
11 A6W%x 28, 2025
Iris Lre
C?:reapr or PLUIC Worl, S
CItY of Seal baactt
2 11 E; hth Street
Stal beach. CA L 0740
SCR[ via erww. dr g sra'barG rs: a. pd/
HF& M Consultants
590 Ygnaoo va' 4y Rd. Sutte t05
Walnut Crack, G 44596
Phone: ( 925) 977- 6950
Web: hfh- wnsu=tents to' n
Suejedl UpdaW Proposal to Piovide on -Call Negotiotlon Consultant Services Dear Iris
mFeiH Consultarxs ( NMM) is chased to su! rnit this ipdared propm ' to that City of Seal Beach City) to prov de an -Call negczatcn censulte" sarvices
Thank you for tha oppartune: y m provide ycu with the updated : cape. We Pack ( omard to an opprorturlty to comnue oLx partnership rrith Via City V ) ecu hdwe a -`r p,.estlor ' ; lease oontha Ha4y Kuriert at ( 949) 251- 0930 or LEM
Very truly yours,
Hrarr 1C6hSULYANTSr LLC
f
r
Lath L= et, icq<
Senior vice Drat dere:
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sencr Proxd Hamper
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1 BACKGROUND
This proposal mods updated to adjust the ft* WWOS31,
Public Worts DinKw] on W dnesday. August; 27, 2425
2025, was devesoped after a raft wth CIN staff ( Laurin and a fo„ ow• up discussion with City staff ( fns Ler* and 2025. The Inienton cf Ws proposed is to amend
Iris Lee
August 28, 2025
2of2
after a call with City staff ( Iris bee,
Time initial propowl, dated August S,
barich) on Wedirmmuilay, July 23. 2425,
Lauren Sar -ch) on Thursday, July 31,
the budget to continue supporting
negotiatipr: w, h the Gay' s so'•d waste hauler, Repub] llc 5erv4trs ( Republic), for a Senate bill 1383 oorrNrama agreement and to proylde or: -ca Implerr-enta; en support services.
Section 1: Scope of Work
TASK 1: S8 1383 CONTRACTING ASSISTANCE TO FINALIZE
NEGOTIATIONS
The updated budget Is to support tie extended timefrarne of the nepdiatlons and agreement development, as well as adddlormaf time to ana-lyze, fadlteta, and negotLVA the Contract Vat was over and above the original tent pro; *%W. The funds will rover addkk" l tome due to m r+plexZes of m9otlations based or programmatlr assumptions for SB 1383 and recydlrq matters, adCltCnal cn " xl language discussions with the City Attorney' s ofrice, analysis required to avalua. e Costs and assurnptlors used by O. epubec, internal bnedings with City stall, drafting addltiorat contract er<hibds, drafting the Aral negotiated agreen ent, support for drafting the Counpl staff report, and preparation for and partcrpatlon In a City Council meeting to ptesiefk the drafted agreement -
TASK 2: ONGOING S8 1383 IMPLEMENTATION SUPPORT
Upon request frot” CAy staff, HF& H many = 6t with vaemis cn- nail SS 1383 - related rrculres and tasks thst arts* from time to time, to the ex rd the pr ojita budget su piports a request These tasks will rn6u4e legeslatrve research. mmptance tracking and repomi- ig, orad providing pen i" I recyding, ovganes, and sdkl waste liaison assistance as dc&Cr-, W in tie ce g tel proposal.
Section 2: Fee Proposal
We v" 11 pw* rm the scope of work based on time and matwxlals, up bo the am It of tine available budget We understand, based on time can on Atrgccxt . 7, 2025, the additional b udgd for there servicm is f25, 000. Based on per dlscus% on with Gty staff on August 27, time additional budget may fxX ttie u-Mclent to Ctxnp:eae the ne¢etlatlant. In time event that the alsoi— «w budget Is exhdu% ted prior to the Mrnpleucin cf we wrTI work cottabaratrvely with City staff to evaluate the remaining scope aro dete+*m ine If a further budget aClustment r:
needed. The tnitiai budget was ; 115, 0.'14, and the Lptiated total budge. LrduJing time additsonal f25, ODO, rvcn.bd tx S140, 000. Hourly rates for profe-d.r•+ ml and admlnistrathiv cersannal are bukd as provkkd under our cufea t profess. onal services agreernent. 15 of 18
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EXHIBIT B
TERMS FOR COMPLIANCE WITH CALIFORNIA LABOR LAW REQUIREMENTS
1. This Agreement calls for services that, in whole or in part, constitute " public works" as defined in Division 2, Part 7, Chapter 1 ( commencing with Section 1720) of the California Labor Code (" Chapter 1"). Further, Consultant acknowledges that this Agreement is subject to ( a) Chapter 1 and ( b) the rules and regulations established by the Department of Industrial Relations (" DIR") implementing such statutes. Therefore, as to those Services that are " public works", Consultant shall comply with and be bound by all the terms, rules and regulations described in 1( a) and 1( b) as though set forth in full herein.
2. California law requires the inclusion of specific Labor Code provisions in certain contracts. The inclusion of such specific provisions below, whether or not required by California law, does not alter the meaning or scope of Section 1 above.
3. Consultant shall be registered with the Department of Industrial Relations in accordance with California Labor Code Section 1725. 5, and has provided proof of registration to City prior to the Effective Date of this Agreement. Consultant shall not perform work with any subcontractor that is not registered with DIR pursuant to Section 1725. 5. Consultant and subcontractors shall maintain their registration with the DIR in effect throughout the duration of this Agreement. If Consultant or any subcontractor ceases to be registered with DIR at any time during the duration of the project, Consultant shall immediately notify City.
4. Pursuant to Labor Code Section 1771. 4, Consultant' s Services are subject to compliance monitoring and enforcement by DIR. Consultant shall post job site notices, as prescribed by DIR regulations.
5. Pursuant to Labor Code Section 1773. 2, copies of the prevailing rate of per diem wages for each craft, classification, or type of worker needed to perform the Agreement are on file at City Hall and will be made available to any interested party on request.
Consultant acknowledges receipt of a copy of the DIR determination of such prevailing rate of per diem wages, and Consultant shall post such rates at each job site covered by this Agreement.
6. Consultant shall comply with and be bound by the provisions of Labor Code Sections 1774 and 1775 concerning the payment of prevailing rates of wages to workers and the penalties for failure to pay prevailing wages. Consultant shall, as a penalty to City, forfeit 200.00 for each calendar day, or portion thereof, for each worker paid less than the prevailing rates as determined by the DIR for the work or craft in which the worker is employed for any public work done pursuant to this Agreement by Consultant or by any subcontractor.
7. Consultant shall comply with and be bound by the provisions of Labor Code Section 1776, which requires Consultant and each subcontractor to: keep accurate payroll records and verify such records in writing under penalty of perjury, as specified in Section 1776; 16 of 18
23050800 [ 11/ 2019 rev.]
certify and make such payroll records available for inspection as provided by Section 1776; and inform City of the location of the records.
8. Consultant shall comply with and be bound by the provisions of Labor Code Sections 1777.5, 1777. 6 and 1777.7 and California Code of Regulations, Title 8, Section 200 et seq. concerning the employment of apprentices on public works projects. Consultant shall be responsible for compliance with these aforementioned Sections for all apprenticeable occupations. Prior to commencing work under this Agreement, Consultant shall provide City with a copy of the information submitted to any applicable apprenticeship program.
Within 60 days after concluding work pursuant to this Agreement, Consultant and each of its subcontractors shall submit to City a verified statement of the journeyman and apprentice hours performed under this Agreement.
9. Consultant shall not perform work with any Subcontractor that has been debarred or suspended pursuant to California Labor Code Section 1777. 1 or any other federal or state law providing for the debarment of contractors from public works. Consultant and subcontractors shall not be debarred or suspended throughout the duration of this Contract pursuant to Labor Code Section 1777. 1 or any other federal or state law providing for the debarment of contractors from public works. If Consultant or any subcontractor becomes debarred or suspended during the duration of the project, Consultant shall immediately notify City.
10. Consultant acknowledges that eight hours labor constitutes a legal day's work.
Consultant shall comply with and be bound by Labor Code Section 1810. Consultant shall comply with and be bound by the provisions of Labor Code Section 1813 concerning penalties for workers who work excess hours. Consultant shall, as a penalty to City, forfeit
25. 00 for each worker employed in the performance of this Agreement by Consultant or by any subcontractor for each calendar day during which such worker is required or permitted to work more than eight hours in any one calendar day and 40 hours in any one calendar week in violation of the provisions of Division 2, Part 7, Chapter 1, Article 3 of the Labor Code. Pursuant to Labor Code Section 1815, work performed by employees of Consultant in excess of eight hours per day, and 40 hours during any one week shall be permitted upon public work upon compensation for all hours worked in excess of eight hours per day at not less than one and one- half times the basic rate of pay.
11. California Labor Code Sections 1860 and 3700 provide that every employer will be required to secure the payment of compensation to its employees. In accordance with the provisions of California Labor Code Section 1861, Consultant hereby certifies as follows:
I am aware of the provisions of Section 3700 of the Labor Code which require every employer to be insured against liability for workers' compensation or to undertake self-insurance in accordance with the provisions of that code, and I will comply with such provisions before commencing the performance of the work of this contract."
12. For every subcontractor who will perform work on the project, Consultant shall be responsible for such subcontractor' s compliance with Chapter 1 and Labor Code Sections 1860 and 3700, and Consultant shall include in the written contract between it and each 17 of 18
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subcontractor a copy of those statutory provisions and a requirement that each subcontractor shall comply with those statutory provisions. Consultant shall be required to take all actions necessary to enforce such contractual provisions and ensure subcontractor' s compliance, including without limitation, conducting a periodic review of the certified payroll records of the subcontractor and upon becoming aware of the failure of the subcontractor to pay his or her workers the specified prevailing rate of wages.
Consultant shall diligently take corrective action to halt or rectify any failure.
13. To the maximum extent permitted by law, Consultant shall indemnify, hold harmless and defend ( at Consultant' s expense with counsel reasonably acceptable to City) City, its officials, officers, employees, agents and independent contractors serving in the role of City officials, and volunteers from and against any demand or claim for damages, compensation, fines, penalties or other amounts arising out of or incidental to any acts or omissions listed above by any person or entity ( including Consultant, its subcontractors, and each of their officials, officers, employees and agents) in connection with any work undertaken or in connection with the Agreement, including without limitation the payment of all consequential damages, attorneys' fees, and other related costs and expenses. All duties of Consultant under this Section shall survive the termination of the Agreement. 18 of 18
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AGENDA STAFF REPORT
DATE: July 27, 2026
TO: Honorable Mayor and City Council
THRU: Patrick Gallegos, City Manager
FROM: Nicholas R. Ghirelli, City Attorney
Iris Lee, Public Works Director
SUBJECT: Council Direction on Terms of Potential Franchise Agreement with the Los Angeles Department of Water and
Power and City of Long Beach for the Haynes Generating
Station Recycled Water Pipeline Project (Discussion Only; No Action Will Be Taken on Any Franchise or Permit for
the Project)
________________________________________________________________ SUMMARY OF REQUEST:
That the City Council provide direction to staff on the terms of a potential franchise agreement with the Los Angeles Department of Water and Power (“LADWP”) for the placement of a recycled water pipeline and sewer force main within the City of Seal Beach’s right-of-way (ROW) along College Park Drive.
BACKGROUND:
The Long Beach Utilities Department (“LBUD”), on behalf of LADWP, is constructing a recycled water pipeline and sewer force main along Studebaker Road. The pipeline project is currently proposed to cross the San Gabriel River along College Park Drive, then under State Route 22 to the LADWP Haynes Generating Station (“Project”). A portion of the Project, known as Segment RW 1- 14, is within Seal Beach’s jurisdictional boundaries. It includes College Park Drive. This portion does not include the College Park Drive Bridge, which is located within the City of Long Beach and is maintained by Long Beach.
The Project includes two components: (1) construct a continuous recycled water pipeline intended to supply recycled water to the LADWP facility located in Long Beach; and (2) install a 12-inch diameter sewer force main that will run from the LADWP Haynes Generating Station to an existing 42-inch sewer main at the Los Angeles County Services District Long Beach Water Reclamation Facility. These pipelines are designed to supply and remove recycled water to and from the wet cooling system at the Haynes Generating Station, located in Long Beach.
The project proposes to add the recycled water pipeline and the sewer force main, respectively, to each side of the College Park Drive Bridge.
LBUD prepared an Initial Study/Mitigated Negative Declaration (IS/MND) for the Project dated July 18, 2024 (SCH #: 2024010488). Seal Beach is a responsible agency under CEQA in connection with the Project and submitted two (2) letters to LBUD (dated January 24, 2024 and July 9, 2024) on the proposed IS/MND and Project, including that a franchise agreement or easement would be required in order to construct any portion of the Project through Seal Beach’s public right of way. LBUD acknowledged Seal Beach’s comments and responded that LBUD will obtain a franchise agreement and/or easement for the project activities occurring within Seal Beach prior to construction. Copies of the City’s letters and LBUD’s responses are attached to this report (Attachments A and B).
On April 18, 2024, the Long Beach Public Utilities Commission authorized the General Manager to adopt and approve the final IS/MND, adopt the Mitigation Monitoring and Reporting Program including the filing of a Notice of Determination with the Los Angeles County Clerk, and execute the appropriate environmental documents related to the LADWP Haynes Generating Station Sewer Pipeline Project (SC 0442). A Notice of Determination for the recycled water (RW) pipeline was posted by the State Clearinghouse on April 22, 2024.
The portion of the Recycled Water Project along Studebaker Road is currently underway and is expected to be completed soon. LBUD has communicated that this portion of the project is expected to be completed in August 2027. The Sewer Pipeline Project is in the permitting process. In addition, a new potable water system upgrade is proposed by LBUD with design procurement to begin in August 2026.
Relevant here, staff is also informed that LADWP plans to apply for a franchise from Seal Beach for the water pipeline and sewer pipeline, and that LBUD, which is constructing the Project, will not commence construction on the pipeline segments within Seal Beach until LADWP has obtained the franchise. Such a franchise is consistent with the Project’s own IS/MND and state law, as discussed below.
In addition, LBUD has recently announced plans for a potable water line that is scheduled for design procurement in August 2026.
ANALYSIS:
1. Legal Framework
As noted above, the Project’s IS/MND states that LBUD and LADWP must obtain a franchise (or an easement) from Seal Beach in order to place its utility pipelines within Seal Beach’s ROW. This is an independent requirement under CEQA.
LBUD would have to revise its environmental determination for the Project in order to avoid its own franchise requirement.
More importantly, state law sets forth a process by which one municipality may construct utility infrastructure within the streets of another municipality. For example, Public Utilities Code sections 10101 through 10104 establish a process for LBUD and/or LADWP to request and negotiate a franchise with Seal Beach (or an equivalent use agreement, like an easement).
Section 10101 states: “There is granted to every municipal corporation of the State the right to construct, operate, and maintain water and gas pipes, mains and conduits . . . sewers and sewer mains, all with the necessary appurtenances, across, along, in, under, over, or upon any road, street, alley, avenue, or highway, and across, under, or over any railway, canal, ditch, or flume which the route of such works intersects, crosses, or runs along, in such manner as to afford security for life and property.
Section 10102 states: “A municipal corporation exercising its rights under this article shall restore the road, street, alley, avenue, highway, canal, ditch, or flume so used to its former state of usefulness as nearly as may be, and shall locate its use so as to interfere as little as possible with other existing uses of a road, street, alley, avenue, highway, canal, ditch, or flume.” Section 10103 states: “Before any municipal corporation uses any street, alley, avenue, or highway within any other municipal corporation or county, it shall request of the municipal corporation or county that has control over the street, alley, avenue, or highway to agree with it upon the location of the use and the terms and conditions to which the use shall be subject.” Section 10104 states: “If the two municipal corporations . . . are unable to agree on the terms and conditions and location of a use within three months after a proposal to do so, the municipal corporation proposing to use a street, alley, avenue, or highway may bring an action in the superior court of the county in which the street, alley, avenue, or highway is situated against the other municipal corporation or the county to have the terms and conditions and location determined. The superior court may determine and adjudicate the terms and conditions to which the use of the street, avenue, alley, or highway shall be subject, and the location thereof, and upon the making of the final judgment the municipal corporation desiring to do so may enter and use the street, alley, avenue, or highway upon the terms and conditions and at the location specified in the judgment.”
In this case, LBUD and LADWP, which are both departments of municipal corporations, seek to construct water and sewer pipelines within the public streets of another municipality. Such infrastructure may be installed by a municipal corporation under the authority provided by Public Utilities Code Sections 10101 and 10102.
However, in order for LBUD and LADWP to construct their facilities under a street within the City of Seal Beach, one or both agencies must first negotiate a
franchise agreement with Seal Beach in order to establish the location of the facilities and the terms and conditions under which they may use Seal Beach’s streets. Such an agreement is often referred to as a “franchise.” Thus, Seal Beach must grant a franchise to LBUD and/or LADWP in order for the Project’s recycled water and sewer main to be placed within College Park Drive.
Only if the agencies cannot reach an agreement within a three-month period may LBUD and/or LADWP seek a court order to have a judge establish the location and terms and conditions of use of College Park Drive for the Project’s two pipelines. This three-month period is not a hard deadline, and the parties may continue to negotiate beyond this period in an effort to reach an agreement without the need for litigation. At this time, neither LBUD nor LADWP has formally applied for a franchise, and the agencies have not begun any formal negotiation that would start the clock on this three-month period.
In the event that LBUD and/or LADWP request that a court establish the location and terms of use of Seal Beach’s ROW, Seal Beach would have an opportunity to participate in those proceedings.
2. Council Direction on Franchise Terms
The purpose of this agenda item is to seek direction from the City Council on its desired terms for a potential franchise. Staff has been informed that LADWP will formally request a franchise from Seal Beach at a later date. Based on the Council’s direction, staff will attempt to negotiate the inclusion of the Council’s requested terms in a proposed franchise for consideration by the City Council at a later date. Under the City Charter, a franchise is adopted by ordinance of the City Council.
Staff is aware that residents of College Park West are concerned about the Project’s impacts on the College Park Drive Bridge, which is the only vehicular access point to and from College Park West. The franchise is an appropriate forum to address these concerns given the Bridge’s impact on Seal Beach’s ROW and the College Park West community.
Potential terms for a franchise include:
1) Require LBUD and LADWP to repair and make retrofit improvements to the College Park Drive Bridge before Project-related construction begins on the Bridge. An underwater inspection of the Bridge should be conducted to determine the scope of these repairs. Staff is informed that the last Caltrans underwater inspection of the Bridge occurred in March 2021, which identified a “poor” Bridge substructure. Similar inspections are expected to occur every five years. Staff is informed that the City of Long Beach is already scheduled to perform Bridge repairs in 2029.
2) Require LBUD and/or LADWP to pay a franchise fee to the City as consideration for its right to use the City’s ROW. Such a fee could be based on an appraisal obtained by the City and paid for by LBUD and/or LADWP. 3) Require LBUD and its contractors to obtain applicable encroachment permits from Seal Beach so that Seal Beach can ensure safe traffic flow over the Bridge during construction. Seal Beach would review and approve the traffic control and emergency safety plans for work occurring on the Bridge. 4) Require LBUD to construct a reclaimed water pipeline connection to Seal Beach for the potential future purchase of recycled water by Seal Beach. 5) Provide funding to the College Park West Preserve in order to mitigate impacts on the College Park West community.
6) Require that LBUD trench and install the recycled water pipeline and the sewer force main at the same time (one-time single phase) to avoid duplicative trenching and construction within the City’s right-of-way. 7) Require LBUD to update the “Structural Analysis of College Park Drive Bridge for Pipeline Addition,” prepared by Kleinfelder and dated May 6, 2025 (“Kleinfelder Report”), in order to address comments contained in the Peer Review Memo prepared by BKF Engineers and dated April 30, 2026 (the “Peer Review Report”). BKF was retained by the City to review the findings and conclusions of the Kleinfelder Report. Although the Peer Review Report concludes that the Kleinfelder Report is “technically acceptable,” it recommended certain verifications, clarifications, and updates that should be completed before any construction on the Bridge. An update to the Kleinfelder Report has been provided to Seal Beach, and staff and BKF will review and comment on the final report.
8) Require LBUD and/or LADWP to post performance and payment bonds and provide proof of insurance to protect the City and its residents both during construction and during the term of the franchise.
ENVIRONMENTAL IMPACT:
Because Seal Beach is a responsible agency under CEQA in connection with the Project, prior to the City Council making a decision on a proposed franchise, the City Council would have to make environmental findings under CEQA prior to the City Council making a decision on the proposed franchise. Staff would evaluate the required level of environmental review based upon the final terms of any franchise.
LEGAL ANALYSIS:
The City Attorney has reviewed this staff report as to content and form.
FINANCIAL IMPACT:
There is no financial impact at this time.
RECOMMENDATION:
That the City Council provide direction to staff on the terms of a potential franchise agreement with the Los Angeles Department of Water and Power (“LADWP”) for the placement of a recycled water pipeline and sewer force main within the City of Seal Beach’s right-of-way (ROW) along College Park Drive.
SUBMITTED BY: NOTED AND APPROVED:
Nicholas R. Ghirelli Patrick Gallegos
Nicholas R. Ghirelli, City Attorney Patrick Gallegos, City Manager Iris Lee
Iris Lee, Public Works Director
ATTACHMENTS:
A. January 24, 2024 Seal Beach Comment Letter and April 10, 2024 LBUD Response
B. July 9, 2024 Seal Beach Comment Letter and October 2, 2024 LBUD Response
C. Kleinfelder Report
D. Peer Review Report
CITY HALL 211 EIGHTH STREET
SEAL BEACH, CALIFORNIA 90740
(562) 431-2527 • www.sealbeachca.gov
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SUBJECT: Haynes Generating Station Recycled Water Pipeline Project – IS/MND
City of Seal Beach Comments
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Comment SB-2
Comment SB-3
Comment SB-4
Comment SB-5
Comment SB-1
Comment Letter SB
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Comment SB-6
Comment SB-7
Comment SB-8
Comment SB-9
4 Long Beach Utilities Department
Initial Study/Mitigated Negative Declaration (Response to Comments) for the Long Beach Utilities Department/LADWP Haynes Generating Station Recycled Water Pipeline Project 5 April 10, 2024
2.1 City of Seal Beach
Comment Identifier: SB
Date Response Received: 1/24/2024
Response to Comment SB-1
This comment provides introductory remarks and a brief description of the proposed project.
The comment does not contain any substantive comments or questions about the environmental analysis or conclusions contained in the Public Review Draft IS/MND. No further response is required.
Response to Comment SB-2
This comment states the project operations within the City of Seal Beach’s jurisdictional boundaries will require a franchise agreement and/or easement.
LBUD acknowledges this comment. LBUD will obtain a franchise agreement and/or easement for the project activities occurring within the City of Seal Beach prior to construction.
Response to Comment SB-3
This comment states the City of Seal Beach shall be included as a “Public Agency whose Approval is Required,” and as such the City of Seal Beach would review design and construction-related items noted in the IS/MND.
LBUD acknowledges this comment. The suggested revision for Section 1, Environmental Checklist Form – Other Public Agencies whose Approval is Required, of the Public Review Draft IS/MND is included in Section 1 of the Final IS/MND. No additional revisions are required. This would be considered a clarification to the IS/MND, and thus would not require recirculation of the IS/MND (State CEQA Guidelines Section 15073.5). LBUD will send over applicable plan sheets to the City of Seal Beach for their review and approval.
Long Beach Utilities Department
Initial Study/Mitigated Negative Declaration (Response to Comments) for the Long Beach Utilities Department/LADWP Haynes Generating Station Recycled Water Pipeline Project 6 April 10, 2024
Response to Comment SB-4
This comment requests the ownership of the College Park Drive bridge be defined.
LBUD acknowledges this comment. The suggested revision for Section 1, Environmental Checklist Form, of the Public Review Draft IS/MND is included in Section 1 of the Final IS/MND. No additional revisions are required. This would be considered a clarification to the IS/MND, and thus would not require recirculation of the IS/MND (State CEQA Guidelines Section 15073.5).
Response to Comment SB-5
This comment states College Park Drive is the only College Park West ingress/egress point, and full road closures of College Park Drive will not be permitted at any point. In addition, all modified access must accommodate emergency response vehicles and full access to Edison Park must be maintained.
LBUD acknowledges this comment. As discussed in Section 4.17 Transportation of the Public Review Draft IS/MND, the project will implement a mitigation measure (MM) that requires the preparation and approval of specific traffic control plans (TCP) for each phase of the project. Revisions for Mitigation Measure TR-1 within Section 4.17 Transportation, of the Public Review Draft IS/MND are included in Section 4.17 Transportation of the Final IS/MND.
The mitigation measure has been revised to include the City of Seal Beach and Caltrans as a reviewer and specifies coordinating with Caltrans for any applicable permits.
MM TR-1: Prepare Standard Traffic Control Plan (TCP). During the final engineering phase and at least 30 days prior to construction, a construction TCP shall be prepared by the contractor and reviewed and approved by the lead agency. All traffic control plans shall be provided to the City of Seal Beach and Caltrans for review. In addition, coordination with Caltrans shall occur regarding the Project’s need for any Caltrans permits.
The lane/street closures in the construction TCP shall be coordinated between the construction contractor, private businesses, public transit and bus operators, emergency service providers, and residents to minimize construction-related vehicular traffic impacts. During planned closures, traffic shall be re-routed to adjacent streets via clearly marked detours and notice shall be provided in advance to applicable parties (nearby residences, emergency service providers, public transit and bus operators, businesses, and organizers of special events). The TCP shall identify proposed closure schedules and detour routes, as well as construction traffic routes, including haul truck routes, and preferred delivery/haul-out location and hours to avoid heavily congested areas during peak hours, where feasible.
The traffic control plans will coordinate necessary lane and/or street closures between the contractor, private businesses, public transit, emergency service providers, and residents. LBUD has included in the Contract Documents that the construction Contractor will be required to include the following provisions within the project’s traffic control plans: 1) no full road closures of College Park Drive are allowed, 2) full access to Edison Park shall be maintained, and 3) accommodate emergency access throughout construction. In addition, this project will have fulltime third-party Construction Management and inspection services under the supervision of LBUD who will ensure the mitigation measure and provisions are strictly adhered to.
Long Beach Utilities Department
Initial Study/Mitigated Negative Declaration (Response to Comments) for the Long Beach Utilities Department/LADWP Haynes Generating Station Recycled Water Pipeline Project 7 April 10, 2024
Response to Comment SB-6
This comment states due to proximity of College Park Drive construction work to Edison Park, Mitigation Measure Noise-1 shall include provisions to provide sound mitigation barriers as necessary and as requested by the City of Seal Beach.
LBUD acknowledges this comment. As discussed in Section 4.13 Noise of the Public Review Draft IS/MND, the project would implement a mitigation measure that would reduce the potential impacts associated with construction noise. The mitigation measure would limit construction activities to time and day restrictions as established in the City of Long Beach and City of Seal Beach noise ordinances. LBUD will require the Contractor and/or Construction Manager to adhere to the City of Seal Beach noise ordinance and include the noise specifications within the project’s contract documents. The increase in noise caused by the project would be temporary and periodic, only occurring for the duration of construction adjacent to Edison Park, within the City of Seal Beach (approximately one week). Noise impacts would be linear and moving along the project alignment (approximately 100-200 linear feet per day). As such, the project was found to have less than significant noise impact with implementation of mitigation measures.
Response to Comment SB-7
This comment states construction notifications shall be provided to individual parcels at least ten (10) days and two (2) days prior to construction.
LBUD acknowledges this comment. LBUD will require the Contractor and/or Construction Manager to notify individual parcels at least ten (10) days and two (2) days prior to construction. The comment does not contain any substantive comments or questions about the environmental analysis, or conclusions contained in the Draft IS/MND; thus, no further response is required.
Response to Comment SB-8
This comment states the Project applicant shall be responsible for accommodating and coordinating all programmatic activities impacted by the Project.
LBUD acknowledges this comment. This project will have full-time third-party Construction Management and inspection services under the supervision of LBUD who will ensure a pre-construction meeting is held, projectrelated notifications are provided, and all traffic control plans and Contract requirements are strictly adhered to.
Long Beach Utilities Department
Initial Study/Mitigated Negative Declaration (Response to Comments) for the Long Beach Utilities Department/LADWP Haynes Generating Station Recycled Water Pipeline Project 8 April 10, 2024
Response to Comment SB-9
This comment states all traffic control plans affecting College Park Drive access and/or within the City of Seal Beach’s jurisdictional boundaries shall be reviewed and approved by the City of Seal Beach.
LBUD acknowledges this comment. LBUD will require the Contractor to provide traffic control plans for all phases of the project to the City of Seal Beach prior to construction. Revisions for Mitigation Measure TR-1 within Section
4.17 Transportation, of the Public Review Draft IS/MND are included in Section 4.17 Transportation of the Final IS/MND. The mitigation measure has been revised to include the City of Seal Beach and Caltrans as a reviewer. The comment does not contain any substantive comments or questions about the environmental analysis, or conclusions contained in the Draft IS/MND; thus, no further response is required.
Long Beach Utilities Department
IS/MND – Response to Comments
October 2, 2024 | 21
2.5 City of Seal Beach
2.5.1 Comment Letter
SB-1
SB-2
SB-3
SB-4
Long Beach Utilities Department
IS/MND – Response to Comments
22 | October 2, 2024
SB-5
SB-6
SB-7
SB-8
SB-9
SB-10
SB-11
SB-12
SB-13
Long Beach Utilities Department
IS/MND – Response to Comments
October 2, 2024 | 23
2.5.2 Responses to Comments
Below are LBUD’s responses to comments received from the City of Seal Beach for the Draft IS/MND on July 9, 2024.
SB-1 This comment provides introductory remarks and a brief description of the proposed Project and does not contain any substantive comments or questions about the environmental analysis or conclusions contained in the Draft IS/MND.
SB-2 This comment states that the Project operations within the City of Seal Beach’s jurisdictional boundaries will require a franchise agreement and/or easement. LBUD appreciates the City of Seal Beach’s input and will coordinate with Seal Beach on acquiring a franchise agreement and/or easement for components of the Project that overlap with Seal Beach’s jurisdiction. Table 2-1 of the Draft IS/MND acknowledges Seal Beach’s role in the Project’s regulatory approvals. These coordination activities will occur as part of the Project’s final design and prior to construction.
SB-3 This comment states that the Project’s current alignment is conceptual and that the City of Seal Beach would need a detailed alignment to determine the specific impacts within its jurisdictional boundary. This comment is correct; however, LBUD notes that the Project’s impacts have been conservatively estimated and assessed in the Draft IS/MND. LBUD will share the Project’s final design plans with the City of Seal Beach once available to coordinate permit requirements and any temporary construction or permanent easements.
SB-4 This comment states that the IS/MND assumes Seal Beach will approve associated permits and agreements but should also discuss alternatives in case these discretionary instruments are not approved. LBUD has considered multiple route alternatives as part of the Project’s preliminary design and carried forward LBUD’s preferred alignment as part of the Project, as described and analyzed in the Draft IS/MND. The alternative routes considered by LBUD included alignments east of the San Gabriel River and within the San Gabriel River right-of-way, as well as other alignments to the west. Following consideration of these various alignments, LBUD selected the Project alignment, which maximizes opportunities for resource avoidance and minimizes direct impacts to communities within Seal Beach.
SB-5 This comment requests that the City of Seal Beach be included in the discussions about the amendment of the LACSD Sphere of Influence (SOI) to get a full understanding of how this action would affect the City. LBUD appreciates Seal Beach’s interest in the contemplated approval processes for the Project that will be required through the Orange and Los Angeles County LAFCO boundary adjustment processes, respectively. LBUD will include the City of Seal Beach in each respective LAFCO approval process so the City is informed of the timing and any corresponding effect to Seal Beach. At this time, LBUD is not aware of any impacts from the boundary adjustment that would otherwise adversely affect Seal Beach.
SB-6 This comment states that modifications to or removal of trees in Seal Beach will require a permit. LBUD acknowledges this comment and refers Seal Beach to Response SBEQCB-6.
Long Beach Utilities Department
IS/MND – Response to Comments
24 | October 2, 2024
SB-7 This comment states that impacts to eucalyptus trees will require a separate Eucalyptus Tree Permit pursuant to the Seal Beach Municipal Code. LBUD acknowledges this comment and, consistent with the revisions to MM-BR-6, would secure the appropriate tree removal permits as requested based on the Project’s final design.
SB-8 This comment states that the document should disclose that work on College Park Drive is in close proximity to residences and Edison Park. LBUD acknowledges the City of Seal Beach’s request and has added additional description to Section 3.XIII of the IS/MND, as provided in Section 3 of this document. These minor revisions are provided in Section 3 of this document and are considered a minor clarification to the IS/MND and does not constitute a substantive change to the analysis. This revision would not require recirculation of the IS/MND (State CEQA Guidelines Section 15073.5).
The following minor revisions were made to page 76, Section 3.XIII, of the IS/MND:
Construction noise levels in the project vicinity would fluctuate depending on the particular type, number, and duration of equipment usage. The effects of construction noise largely depend on the type of construction activities occurring on any given day, noise levels generated by those activities, distances to sensitive receptors, and the existing ambient noise environment.
Construction generally occurs in several phases, with each phase requiring different equipment with varying noise characteristics. Residences and park areas within 50 feet of construction in the Cities of Long Beach and Seal Beach could experience maximum noise levels during construction, as shown in Table 3.7.
SB-9 This comment states that the Impact Analysis should identify the potential to implement mitigation measures in these areas as necessary and requested by the City of Seal Beach. LBUD has considered potential noise impacts from construction as provided in Section 3.XIII of the Draft IS/MND, which includes MM-NOI-1 and NOI-2 to mitigate for potential noise impacts during Project construction. As provided, once constructed, there are no new permanent noise sources associated with the Project that would otherwise result in permanent long-term increases in existing ambient noise levels.
SB-10 This comment states that construction notifications shall be provided to individual parcels at least 10 to 2 days prior to construction. LBUD acknowledges this comment and will require the Contractor and/or Construction Manager to notify individual parcels at least 10 days prior to construction per LBUD’s standard specification 01 10
03. SB-11 This comment states that the Project applicant shall be responsible for accommodating and coordinating all programmatic activities implemented by the Project. LBUD acknowledges this comment and will coordinate the Project’s final design with Seal Beach to avoid conflicts with other projects and coordinate installation based on input from Seal Beach. Additionally, LBUD will have full-time, third-party Construction Management and inspection services for the Project to coordinate pre-construction meetings and related notifications.
Long Beach Utilities Department
IS/MND – Response to Comments
October 2, 2024 | 25
SB-12 This comment identifies College Park Drive as the only College Park West ingress/egress point, and states that full road closures will not be permitted at any point. Additionally, the comment states that all modified access must accommodate emergency response vehicles, and full access to Edison Park must be maintained at all times. As discussed in Section 3.XVII, Transportation, of the Draft IS/MND, the Project will implement Mitigation Measure MM-TR-1, which requires the preparation and approval of specific traffic control plans for each phase of the Project. The traffic control plans will coordinate necessary lane and/or street closures between the contractor, private businesses, public transit, emergency service providers, and residents. LBUD has modified MM-TR-1 to include the following provisions within the Project’s traffic control plans: 1) no full road closures of College Park Drive are allowed; 2) full access to public parks shall be maintained; and 3) emergency access shall be accommodated throughout construction. Additionally, LBUD will include these measures in the Project’s contract documents so they are enforceable during construction. These minor revisions are provided in Section 3 of this document. This would be considered a minor clarification to the IS/MND and does not constitute a substantive change to the analysis. This revision would not require recirculation of the IS/MND (State CEQA Guidelines Section 15073.5).
The following minor revisions were made to MM-TR-6 under Section 3.XVII and Appendix E (MMRP) of the IS/MND:
MM TR 1: Prepare Standard Traffic Control Plan (TCP).
During the final engineering phase and at least 30 days prior to construction, a construction TCP shall be prepared by the contractor and reviewed and approved by the lead agency, City of Long Beach/LBUD.
The lane/street and bike trail closures in the construction TCP shall be coordinated between the construction contractor, private businesses, public transit and bus operators, emergency service providers, and residents to minimize construction related vehicular traffic impacts. During planned closures, traffic shall be rerouted to adjacent streets via clearly marked detours and notice shall be provided in advance to applicable parties (nearby residences, emergency service providers, public transit and bus operators, the bicycle community, businesses, and organizers of special events). The TCP shall identify proposed closure schedules and detour routes, as well as construction traffic routes, including haul truck routes, and preferred delivery/haul out locations and hours so as to avoid heavily congested areas during peak hours, where feasible. The following provisions shall be included in the TCP:
• Access to adjacent residences and public parks shall be maintained during business hours via existing or temporary driveways, and residences at all times, as feasible.
• Advance notice signs shall be posted prior to construction in areas where access to residences could be affected.
• Los Angeles Department of Transportation, Long Beach, Seal Beach, and Caltrans shall be provided an opportunity to review and comment on the Long Beach Utilities Department
IS/MND – Response to Comments
26 | October 2, 2024
TCP for each phase of Project construction and notified in advance of street closures, detours, or temporary lane reductions. No full road closures of College Park Drive are allowed.
• Construction activities will occur outside of peak hours. • Proposed detour routes for pedestrian and bicycle traffic along San Gabriel River Bike Trail if required.
• Emergency access shall be accommodated throughout construction.
SB-13 This comment states that all traffic plans affecting College Park West access and/or within the City of Seal Beach’s jurisdictional boundaries shall be reviewed and approved by the City. LBUD acknowledges this comment and notes that this requirement is contained in MM-TR-1. No additional changes to the Draft IS/MND are required in response to this comment.
20233246.001A June 30, 2026
© 2026 Kleinfelder www.kleinfelder.com
STRUCTURAL ANALYSIS OF COLLEGE PARK DRIVE BRIDGE
FOR PIPELINE ADDITION
16” OR 24” WATER PIPE WITH 8” SEWER PIPE
BRIDGE RATING REPORT
KLEINFELDER PROJECT # 20233246.001A
June 30, 2026
Copyright 2026 Kleinfelder
All Rights Reserved
ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC PROJECT FOR WHICH THIS REPORT WAS PREPARED.
20233246.001A June 30, 2026
© 2026 Kleinfelder www.kleinfelder.com
A Report Prepared for: City of Long Beach Utilities
Dennis Santos, PE
Manager of Engineering – Development Services
Long Beach Utilities
1800 E Wardlow Rd
Long Beach, CA 90807
Prepared by: Hao Xu, P.E.
Name
Project Professional
Reviewed by: Kelly Burnell, P.E.
Name
Senior Program Manager
KLEINFELDER
770 First Avenue, Suite 400
San Diego, CA 92101
Phone: 619-831-4600
June 30, 2026
Kleinfelder Project No: 20233246.001A
12/31/2026
20233246.001A June 30, 2026
© 2026 Kleinfelder www.kleinfelder.com
1 EXECUTIVE SUMMARY
___________________________________________________________________________________ The City of Long Beach Utilities requested a structural analysis of the existing College Park Drive Bridge to assess the feasibility of adding a pipeline on each side of the bridge overhang while maintaining the bridge’s structural integrity. The Kleinfelder team performed a field visit to confirm findings of the current Bridge Inspection Report and performed a load rating analysis with the intent of identifying potential deficiencies of the bridge. The bridge was analyzed using CSI Bridge software to reflect the overall performance in the bridge superstructure and piers.
The addition of the proposed pipelines does not significantly affect the bridge’s load carrying capacity nor push any components below load carrying requirements.
The site visit validated the information provided in the Bridge Inspection Report. The bridge condition was observed to be consistent with the findings of the inspection report. The site visit confirmed that rebar is exposed and corroded around the middle-lower surfaces of several piers. No immediate critical deficiencies were identified in the bridge superstructure. See Section 2 of this report for discussion of the site visit.
Two scenarios were considered in this rating analysis. The first scenario includes the installation of a 16- inch water pipe on the north side and an 8-inch sewer pipeline encased within a 16-inch casing on the south side. The second scenario considers upsizing the north-side water pipe to 24 inches while adding the same sewer pipeline configuration on the south side. Based on the results of the load rating analysis, the bridge superstructure with the proposed pipelines added has sufficient capacity for the design operating rating and all legal vehicles. A rating analysis of the existing bridge prior to the addition of the pipelines was also performed, by comparing the rating scores of proposed and existing conditions. The proposed pipe loading has a maximum impact of 6.42% in scenario one and 12.3% in scenario two on the exterior girder ratings. Table 1 and 2 summarize the results of the final bridge condition for these two scenarios with the additional pipelines as presented below:
20233246.001A June 30, 2026
© 2026 Kleinfelder www.kleinfelder.com
Table 1: Load Rating Summary for Scenario 1
Table 2: Load Rating Summary for Scenario 2
Additionally, given the existing damage to the bridge piers, an analysis was performed to check the bending and axial capacity of the pier with the additional loads from the proposed pipelines. The analysis assumed the corroded rebars were ineffective. The analysis results show the damaged pier has sufficient structural capacity to resist the loading during the normal daily operation and vehicle travel with the proposed pipeline loads added.
20233246.001A June 30, 2026
© 2026 Kleinfelder www.kleinfelder.com
2 DOCUMENT REVIEW AND SITE VISIT
___________________________________________________________________________________ The College Park Drive Bridge is a reinforced concrete girder bridge spanning 350 feet and 6 inches across the San Gabriel River. Originally constructed in 1964, the bridge consists of eight spans and a superstructure measuring 39 feet and 11 inches in width. It accommodates two traffic lanes, one in each direction, a sidewalk on the north side, and a small curb along the south side with concrete railings on both sides of the bridge. The superstructure is comprised of six T-girders integrated with a 6 1/8-inchthick deck with overhangs. Seven symmetrically spaced pier walls support the bridge across the river.
These pier walls are fixed-fixed at pier 4,5&6 and are fixed-pinned at pier 2,3,7&8. Expansion bearings at the abutments provide support for each girder. In 2010, the abutments were modified to include shear keys on each girder as part of a seismic retrofit. There are two existing utilities suspended from the exterior bridge girders, a 12-inch water pipe on the north side and a 16-inch oil pipe on the south side.
It is our understanding that a bridge preventative maintenance plan to repair the spalling and corrosion of the piers is underway.
2.1 NEW PIPELINES TO THE BRIDGE
The Long Beach Water Department is proposing to install two new utility pipes above the existing utility pipes on both sides of the bridge. Two alternatives are being considered for the north side: a 16-inch or a 24-inch welded steel recycled water pipeline. On the south side, an 8-inch sewer pipeline encased within a 16-inch casing is proposed. Both pipelines will be supported by steel framing systems attached to the exterior girders and deck overhangs of the bridge. The two north-side pipeline alternatives are evaluated separately in this report.
2.2 BRIDGE SITE VISIT
A field visit was conducted to evaluate the existing bridge condition. The site inspection included a visual assessment of the overall bridge, focusing on the superstructure, pier walls (observed from both sides of the river channel), and abutment shear keys. The purpose of the visit was to verify the condition assessment outlined in the Bridge Inspection Report and identify any new deficiencies, if present.
20233246.001A June 30, 2026
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2.2.1 Bridge Deck
The bridge deck and sidewalk exhibit aged concrete with signs of delamination and hairline cracks. There are multiple areas of spalled concrete on the deck surface, exposing underlying aggregate and potentially reinforcing steel (Figure 2). The deck overhang shows concrete loss along the edge corner, with exposed bottom rebar on the north side (Figure 6). Concrete corner damage is commonly observed on the bridge rails (Figure 3). Additionally, sections of the sidewalk and curbs have areas where the concrete cover has deteriorated, exposing the rebar to the surface (Figures 4 and 5). Although these types of damage are found on the bridge deck, they remain localized and are unlikely to compromise the overall performance of the bridge superstructure, confirming the deck condition is “Fair” as rated in the inspection report.
Figure 1: Bridge Looking West Figure 2: Bridge Deck Eastbound Figure 3: Bridge Rail Damage Figure 4: Bridge South Curb Surface
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Figure 5: Bridge Sidewalk Damage Figure 6: Bridge North Overhang
2.2.2 Bridge Girders
No major damage was found on the bridge girders or deck soffit. Minor efflorescence and hairline cracks are present but do not pose a concern for structural integrity or load-bearing capacity. Overall, the girders remain in good condition.
Figure 7: Deck Soffit and Girder 1 Figure 8: Deck Soffit and Girder 2
2.2.3 Bridge Piers
The piers were observed from both ends of the riverbank. Rebar exposures were observed on both faces of pier 4,5,6 and 7. Pier 4 has significant signs of deterioration, particularly at the waterline and lower sections. There is visible concrete spalling, exposing vertical reinforcement bars, which suggests longterm water damage and corrosion. The concrete surface has cracks and delamination, further indicating material degradation (Figure 13,14). Per 5,6 and 7 all have similar deterioration but to a lesser scale at the edge of the pier (Figure 15,16). The bridge pier near the waterline undergoes a biological growth,
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with rough-textured layer of marine growth, likely mussels, or barnacles, having accumulated on the submerged portion of the pier. While not a hazard by itself, the biological growth can make inspection of the concrete at those locations difficult. The overall condition of the pier appears structurally intact, though the biological growth and water exposure indicate that continued routine inspections for potential deterioration over time are important (Figure 17). These routine inspections are currently performed by Los Angeles County Department of Public Works.
The pile cap and piles have been reported as exposed and affected by scour. Since the structure is submerged, the condition of these elements could not be assessed during the site visit.
Figure 9: Piers Looking Southwest Figure 10: Piers Looking Southeast Figure 11: Piers Looking Northwest Figure 12: Pier Looking Northeast
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Figure 13: Pier 4 East Face Figure 14: Pier 4 East Face 2 Figure 15: Pier 5(Front) & 6 West Face Figure 16: Pier 5 East Face Figure 17: Marine Growth on Pier Figure 18: Pier 8 North
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2.2.4 Bridge Abutment
A seismic retrofit of the bridge abutment was completed in 2010. The newly poured concrete shear keys and the steel bearing plates attached to the girders are in good condition. Cracks were noted on the concrete shear key, and paint spalling on the steel plate indicating likely signs of stress concentration at the engaged faces. No damage was observed in the bearing assembly or anchor bolts. Overall, the abutments remain in good condition.
Figure 19: Bridge East Abutment
Figure 20: Bridge Shear Key Figure 21: Bridge Bearing
2.2.5 Existing Utilities and Other Considerations
The existing utilities on each side of the bridge are in good condition, with no visible deformation or damage to the pipes. The connection and support frames remain intact, with no signs of steel buckling or missing bolts observed during the site visit. However, at the northeast corner of the bridge, where the pipe is buried underground, a small water stream was noticed on the ground surface, indicating a potential underground leakage at this location (Figure24). It is our understanding that a repair of this leak is planned.
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A beehive was also observed at the northeast abutment, within the bridge expansion joint. The hive could pose environmental concerns and may require careful removal to prevent further issues. (Figure 25)
Figure 22: South Utility Pipe Figure 23: North Utility Pipe
Figure 24: Northeast Utility Pipe Figure 25: Beehive at East Abutment
2.3 SEISMIC CONSIDERATION OF PIPELINE ADDITION
Caltrans Structure Technical Policy 16.1 provides guidance on seismic design considerations for bridge modification that add mass or increase demands on existing components.
For seismic evaluation and design, bridge modification is classified as Minor or Major modification. Only Major modification to the bridge requires seismic evaluation and retrofit of the structure. To satisfy Major modification, the increase in mass due to additions needs to exceed 20% of the existing
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superstructure mass. The calculation below shows the added weight of the proposed utilities, including the existing utility pipes previously installed and is determined to be 10.75 percent of the total superstructure weight for Scenario 2. Therefore, seismic modifications are not required due to the pipeline additions.
Table 3: Superstructure Weight Comparison
The bridge underwent a seismic retrofit in the early 2000’s. The intention of this retrofit was to prevent collapse of the superstructure spans through the addition of shear keys and restrainers. The seismic retrofit did not upgrade the substructure of the bridge.
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3 BRIDGE LOAD RATING
___________________________________________________________________________________ To assess the feasibility and impact of adding two additional pipelines while maintaining the bridge’s structural integrity, a load rating analysis was performed. The load rating follows the Caltrans Bridge Load Rating Manual (Caltrans Rating Manual) 2nd edition 2022, which references to the Manual for Bridge Evaluation (MBE) and the AASHTO LRFD Bridge Design Specifications with CA Amendments.
Load ratings provide a consistent method of analyzing the current condition of the bridge to safely carry expected vehicular loads. Load ratings are used to determine if a bridge needs to be posted for reduced loads.
3.1 LOAD RATING OVERVIEW
The bridge load rating follows the requirements specified in Section 3 of the Caltrans Rating Manual.
Per the Caltrans Rating Manual Section 2.8, only the primary superstructure element requires load rating. Also, the manual indicates the deck of conventionally reinforced concrete bridge supported on girders carrying normal traffic in good to fair condition need not be load rated. Therefore, for this structure the bridge girders are the only element requiring load rating. This is consistent with the pipelines being added to the exterior girder where their loading will have the primary impact.
Based on the Caltrans Rating Manual Section 3.7, reinforced concrete girder bridge should be load rated using the Load and Resistance Factor Ratings (LRFR) method. The Strength Limit States used for Design loading at Strength I (Inventory and Operating) and Strength II levels use the following load factors. Per Caltrans Rating Manual 3.7.4.1, the Service Limit State does not require evaluation for reinforced concrete girder bridges.
Table 4: Strength Level Load Factors
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The Live Load for the loading rating includes the two Vehicle Classes. • Design Vehicle - HS20-44
• Legal Vehicles – Type 3, Type 3S2 and Type 3-3
It is noted on the As-Built Plans that H20-44 was used in the original bridge design, however, HS20-44 is used to be consistent with the load rating data shown on the Bridge Inspection Report. The Permit Vehicles were not rated in this bridge rating analysis.
The Load Rating Equation used is as follows,
• The C in the equation is the capacity of the bridge element expressed as C=φc x φs x φRn.
The φc is the Condition Factor defined in the MBE. Based on the Inspection Report and site visit observation, the bridge deck is in “fair” condition and the girder is ”Satisfactory,” therefore a Conditional Factor of 0.95 is used.
Table 5: Condition Factors
The φs is the System Factor defined in the MBE and represents the level of redundancy of the superstructure system, which for a multi-girder bridge, 1.0 is used.
Table 6: System Factors
=
−
( +
)
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φRn is the capacity of the bridge element with reduction factor. • The γD is the permanent load with Strength Level Load Factors. In this analysis, the self-weight of the bridge, including the existing and proposed utility pipes are considered. • The γ (LL+IM) is the Live Load with Strength Level Load Factors, including the Dynamic Allowance (IM) based on the AASHTO Caltrans Amendments which is taken as 33% for Strength I Design Vehicle and 25% for Strength II Legal Vehicles.
Table 7: Dynamic Allowance IM
3.2 BRIDGE MODEL AND DESIGN LOAD ASSUMPTIONS
3.2.1 Bridge Geometry
A 3D model was developed using the CSI Bridge software to model the entire bridge superstructure and piers to capture the Dead Load and Live Load condition of the bridge.
Figure 26: Bridge Model
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The superstructure has eight continuous spans with pier walls. The pier walls are fixed-fixed at pier 4,5&6 and fixed at top and pined to the footing at pier 2,3,7&8. The abutments are modeled as roller bearing links.
The bridge deck and girders are modeled in the bridge cross section which includes the fillet on each side of the girders. The intermediate and end diaphragms are also modeled as part of the bridge superstructure.
Figure 27 Bridge Cross Section
The girder layout also includes variable web width at each end, modeled to capture the variable section values.
Figure 28: Typical Girder Plan View
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The pier wall is modeled as a single frame element similar to a column, supporting the bridge at each span. The height of the pier is measured from the bottom of the girder to the top of the footing. Based on the as-built plans, the following pier height are used.
Table 8: Pier Height
3.2.2 Dead Load
The Dead Load of the Bridge Deck, Girder, Diaphragms and Piers are auto calculated in the CSI Bridge Software based on the geometry defined. There is no Wearing Surface on the Bridge. The Dead Load of the Sidewalk, Curb, Rails and Utilities on both sides of the Bridge are defined as user load inputs.
Per Caltrans Rating Manual Section 4.5.5.5, the weight of the Sidewalk, Curb and Rails are distributed evenly to all girders. In the model, the weight of those components is defined as surface load applied to the entire bridge deck area. The weight calculation for each component can be found in the attached calculations.
Figure 29: Sidewalk Load on Deck
The existing and new proposed utility pipes are attached to the exterior girders and deck. There are two existing pipes: a 12 in. water pipe on the north side and a 16 in. oil pipe on the south side. The details of
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the existing pipes are not provided in the documents. With the absence of this information, the selfweight of the existing pipes and water inside are estimated based on the Memo to Load Raters 11-5.
Table 9: Utility Weight Table
The two proposed utility pipes are taken from the design plans provided by the City and are a 16 in. welded steel water pipe on the north side and 8 in. encased sewer pipe on the south side. The selfweight of those pipes and support beams are calculated. Without detailed plans, the alternative 24 in. water pipe assumed using XS standard pipe and with a 10% increase of the total weight to account for the weight of supports.
The utility load is concentrated at each connection support and the spacing varies along each side. In the model this is simplified as a line load applied on both sides of the bridge. The existing pipes’ self-weight are directly attached to the exterior girders, they are modeled with a 1 ft. offset from the edge of the deck. The new utility pipes self-weight is modeled at the edge of the deck.
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Figure 30: Existing & New Utility Load
The self-weight of the pipes will be distributed to all girders based on the girder geometry within the model. Based on the model results, the dead load distribution from the exterior girder to the first and second interior girder is around 55%, 35%, and 10%, respectively. This is slightly different from the Memo to Load Raters Section 11-5 statement, which uses a more approximate method of 75% of the utility weight is distributed to the exterior girder and 25% to the first interior girder.
3.2.3 Live Load
The Live Load for the loading rating includes the two Vehicle Classes and four types of trucks. The Pedestrian Load on the sidewalk is not considered in this load rating analysis as per MBE Section 6A.2.3.4.
• Design Vehicle - HS20-44
Figure 31: HS20 Loading
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• Legal Vehicles – Type 3, Type 3S2 and Type 3-3
Figure 32: Legal Vehicles Loading
Based on the Bridge Cross Section the total roadway width is 36 ft. between the sidewalk and the curb and contains two traffic lanes. For load rating purposes, the traffic load is not considered to occur over the sidewalk. The lane limit in the bridge model is restricted between the sidewalk and curbs.
Figure 33: Live Load Lane Width
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Two floating traffic lanes are defined in the model, each lane is considered 12 ft. wide containing a 10 ft. wide truck and can be placed side by side at any offset within the overall 32 ft. bridge width.
Figure 34: Lane Data
For each vehicle type, it is allowed to have up to two lanes on the bridge simultaneously, with the Multiple Presence Factor of 1.2 for one lane or 1.0 for two lanes. The dynamic allowance IM is applied to each type of vehicle, which for the Design Vehicle under Strength I, 33% is used, and for the Legal Vehicles under Strength II, 25% is used. The live load distribution to each girder is based on the geometry of the bridge and the lane location, as calculated by the software.
The lane load does not apply in general load cases. However, For the Type 3-3 vehicle, MBE Section 6A.4.4.2.1a requires that when analyzing the negative moment of the girder, a lane load of 0.2 klf combined with two Type 3-3 vehicles heading in the same direction separated by 30 ft. should also be considered. Per AASHTO 3.6.3.1, the negative bending at interior piers should also consider 90% of two HS20 design tracks spaced at minimum of 50 ft. placed in adjacent spans. Those additional load cases are defined in the bridge model.
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Per MBE Section C 6A.2.3.1, the longitudinal load due to the truck braking force should only be considered when longitudinal stability of the structure is a concern. Since the stability of a multi-piers bridge is not an issue, the braking force is not considered in the bridge rating.
3.2.4 Environmental Load
The environmental load cases such as Wind Load, Seismic Load, Stream Load or Temperature, Creep and Shrinkage are not considered in the load rating per the MBE.
3.3 BRIDGE DEMAND AND CAPACITY
The factored moment and shear demand at the entire bridge section or at each girder are obtained from the modeled results. The maximum positive moment is taken as the maximum value near the middle span. The maximum negative moment is taken at the face of the pier wall, which is 9 in. away from the center of the pier. The Maximum shear force is taken as “D” away from the centerline of the pier, “D” is the superstructure depth, which is about 3 ft.
Figure 35: A Typical Loading Diaphragm (Strength I HS20, Entire Deck)
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The summary of the maximum moment and shear demands for all spans is listed below.
Table 10: Summary of Maximum Moment and Shear Demand (Entire Bridge) In general, the bridge design uses the same rebar detail for shear reinforcement. Span 1,2,7,8 contain one less bottom longitudinal rebar than Spans 3-6. The reduced positive bending capacity at those four spans are investigated.
Table 11: Summary of Maximum Positive Moment Demand (At Span 1,2,7,8) The top longitudinal reinforcement at Piers 2 & 8 are two rebar less than the typical interior piers. The reduced negative bending capacity at those two piers is also investigated. The interior girder negative moment rating was found to be governed by the bending at Pier 2. The summary of the negative maximum moment at Pier 2 & 8 is shown in the table below.
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Table 12: Summary of Maximum Negative Moment and Shear Demand (At Pier 2&8) The moment and shear capacities in the calculation package are based on the AASHTO Section 5.
Based on the as-built plans, the following material properties are used:
f`c=3.0 ksi Concrete Strength
fy=40.0 ksi Rebar Strength
The bridge girders are treated as T-beams with the effective flange width defined per Memo to Load Raters 11-6. In this case, since the Girder Spacing/Span ratio is less than 0.32, the full tributary width of the deck can be used as the effective flange width. Per the plan details, 5-#11 bars are placed at the bottom of the girder at middle span in spans 3-6, while 4-#11 bars are used in the other shorter spans. 8-#10 bars are used at the top for negative bending at piers 3-7 and 6-#10 bars are used at piers 2 & 8.
There are #4 continuous longitudinal bars at the bottom of the deck between each girder. Those bars are also considered contributing to the negative bending capacity.
The summary of factored girder moment capacity at the middle span and at the face of the pier wall are listed in the table below. The moment at location of where the longitudinal rebar terminates are also checked under the Strength I load combination to ensure the section capacity is sufficient.
Table 13: Girder Moment Capacity
The shear capacity is taken as the girder only section. The flange deck concrete is ignored in the shear capacity check. The shear stirrups near the middle piers use #5 @ 9 in., the stirrups spacing near Piers 2&8 are increased to #5 @ 12 in. The girder has horizontal flares at the last 5 ft. from the span end.
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Since the critical shear location is at “D” away from the centerline of pier, the girder width is also taken at the same location which is about 3 ft. away at each end. The Shear Analysis Method is using the AASHTO Appendix B5 General Procedure with Tables as this is the recommended first alternative per the Memo to Load Raters Section 15-1.
The summary of factored shear capacity at “D” away from the pier is listed below. Notice that since the Appendix B5 General Procedure for Shear Design with Tables is used, the shear capacity is interactive with the moment demand at same location, resulting in the shear capacity varies slightly on each load case.
Table 14: Girder Shear Capacity
3.4 BRIDGE RATING RESULTS
The table below shows the final bridge rating factors for both exterior girders and the controlling interior girder. The rating results for the Design Vehicle Operating and Legal Vehicles are satisfactory for all girders. The rating results for the Design Vehicle Inventory Rating indicate the bridge interior girder and south exterior girder rate below 1.0 for the Design Vehicle Inventory case. This is reasonable because the original design vehicle for the bridge was a lighter truck than the HS20 and the safety factors used for Inventory rating are higher than normal operational rating factors. This rating factor under 1.0 for the Inventory condition does not result in a need to post or limit vehicular use of the bridge.
Table 15: Rating Scores Final Bridge (Scenario 1)
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Table 16: Rating Scores Final Bridge (Scenario 2)
The current bridge, without the newly proposed pipe additions, was also rated and the results are provided in the table below. It shows the same pattern where the legal and operating ratings are satisfactory, but the inventory design vehicle rating is below 1.0.
Table 17: Rating Scores Existing Bridge
By comparing the three tables, the rating results indicate that the additional weight of the proposed pipes reduces the rating factor of the north exterior girder by 6.42% in Scenario 1 and 12.3% in Scenario
2. The south exterior girder is affected by 5.01% in Scenario 1 and 5.23% in Scenario 2. The interior girder has less than 3% difference in both scenarios. These results suggest that the proposed utility pipelines should have a minimal impact on the structural integrity of the existing bridge.
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4 PIER CAPACITY CHECK
___________________________________________________________________________________ Based on the field visit and Bridge Inspection Report, the existing bridge piers show signs of deterioration at the waterline and lower sections. There is visible concrete spalling and exposed vertical reinforcement bars, which suggest long-term water damage and corrosion. The reduced capacity of the piers was investigated to assess the structure condition with the additional proposed pipeline weight considered.
Per the as-built plan, the pier vertical rebars are #8@12 inch spacing and they are not confined by the horizontal reinforcement. The piers are fixed at the top to the superstructure and pin connected to the foundation at Piers 2,3,7&8, and fix connected at Piers 4,5,6. In all eight piers, Pier 4 exhibits the most severe rebar exposure along the horizontal surface above the waterline height. The worst face is the east face of Pier 4, where 25 vertical exposed rebars were counted along a similar height. This constitutes about 2/3 of the total vertical reinforcement on one side of that cross-section. For that reason, the calculations focus on the Pier 4 capacity, assuming conservatively those bars are no longer effective under bending or axial loads.
Figure 36: Pier 4 Rebar Exposure
The structure analysis uses the LRFD method to determine the Demand / Capacity Ratio (DCR) of the pier under bending in the bridge longitudinal direction and concurrent axial force. The Strength I Limit State loading with 24-inch waterpipe load scenario is considered. The pier bending in the bridge’s
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longitudinal direction is primarily controlled by the braking force of the design vehicles and the thermal expansion due to the temperature change. The 3D model is utilized to obtain the Dead Load, Live Load, Braking, and Thermal forces from the bridge.
The moment demand due to the temperature change is based on the uniform temperature Procedure A per AASHTO Caltrans Amendments. The temperature change is taken as half of the total temperature range which is 35 F°+/-. The thermal coefficient per AASHTO is taken as 0.000006 in./in./F°. Since the bridge has symmetric span and substructure height configurations with roller bearings at the abutments, it is assumed that the expansion or contraction of the superstructure will be evenly distributed towards both abutments. Piers 2 & 8 will undergo the most top thermal demands, while Pier 5 will see negligible thermal loading.
The longitudinal load due to the truck braking force is also considered in the model. Since the lane load does not apply in general cases, 25% of the axle weight of the design vehicle is used to determine the braking force.
The maximum moment and the axial forces under Strength I from the 3D bridge model is tabulated below:
Table 18: Strength I Moment and Axial Demand
Since Pier 4 is the component under the investigation for condition reasons, the calculation checks the Pier 4 reduced capacity vs. the total demand of thermal, DL+LL, and braking. It is noticed that the cross section of where the exposed rebar is at the lower portion of the pier, and for a fixed-fixed pier, the moment demand is reduced at the middle height of the pier. Since the corrosion extension of the rebar is unknown, it is assumed that the critical moment section is taken at the waterline which is the lower 1/4 height of the pier. By visually counting the exposed rebar, the bending cross section assumes total 25 tension rebars are lost when calculating the reduced moment capacity. The bending capacity is checked utilizing the software SPColumn. Based on the calculation result, the DCR for the moment at Pier 4 is 0.92. The pier is determined to still be structurally sound despite the current levels of corrosion.
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Table 19: Strength I Moment and Axial Demand Along the Height of Pier 4 Figure 37: SP Column Model
Table 20: Moment DCR
Our understanding is that a pier repair project is currently planned for the bridge. Repair of the deteriorated bridge pier walls to prevent further damage is recommended. The loose, delaminated concrete surface needs to be removed to expose the corroded reinforcing steel. The exposed rebar should be cleaned using abrasive blasting or wire brushing to remove rust and scale, followed by the application of surface sealer or coating. Severely corroded bars may be supplemented or replaced as needed to restore the original reinforcement configuration. High-performance, non-shrink repair mortar or shotcrete will be placed to rebuild the damaged concrete surface, followed by appropriate curing methods to ensure strength development.
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5 CONCLUSIONS
___________________________________________________________________________________
1. The addition of the proposed utility pipelines does not significantly affect the bridge’s load carrying capacity nor does it push any components below load carrying requirements.
2. The observations from the site visit confirmed the condition assessment in the Bridge Inspection Report.
• The bridge deck exhibits minor concrete damage, including efflorescence and hairline cracks. However, these do not affect structural integrity. The bridge girders remain in good condition with no major damage.
• The piers show varying degrees of deterioration, spalling and exposed rebar, with significant corrosion observed. The submerged portions of the piers also show biological growth, which may make inspection difficult.
• The abutments, retrofitted in 2010, are in generally good condition, with minor cracks in the shear key and paint spalling on the steel bearing plates observed. • Existing utility pipes are in good condition, though minor leakage may be occurring at the northeast corner of the bridge. A beehive was also observed at the east abutment.
3. Load Rating Results indicate that the Design Vehicle Operating and Legal Vehicles have satisfactory ratings for normal vehicle operation. The addition of the two proposed utility pipes has a minimal impact on the bridge’s structural integrity.
4. A capacity check of the piers, especially Pier 4, reveals the piers still meet structural requirements with reserve capacity despite the corrosion and loss reinforcement.
5. While the bridge remains structurally sound, the piers, particularly Pier 4, require monitoring and repair to arrest the deterioration. Continued regular inspection of the bridge as is currently underway by Los Angeles County Department of Public Works and maintenance of the piers, deck, and utilities are recommended to ensure continued structural integrity. The addition of the pipes will not complicate the future repair of the pier damage and can reasonably be performed prior to the repair project.
6. The repairs outlined in the Inspection report on the bridge should be performed.
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APPENDIX A
PROJECT PLANS
___________________________________________________________________________________
SCALE:
FILE:
4 DETAIL
C07 1"=1'-0"
201326-C10.DWG
PROJECT NO.
LAST SAVED BY: FILE NAME:
DES
DWN
CHK C10 REO-0123
14 BRIDGE PIPE SUPPORT
DETAILS
201326-C10.dwg asimon
201326
1/22/2024 11:14:32 AM Plot Date:
DIRECTOR OF ENGINEERING / CHIEF ENGINEER
MANAGER OF ENGINEERING
APPROVED
RECOMMENDED
DEPARTMENT DATE
BY CK'D.
CITY ENG.
VERIZON
EDISON CO.
LB ENERGY
FIRE
INPUT BY
AS-BUILT BY
POSTED GIS
CONSTRUCTED BY
GIS TILE
SPEC. NO
SECTION MAP
SERVICE ATLAS PAGE
GATE VALVES REC.
SCALE 1"= 40'
N/A
CONTRACT NO.
CHECKED BY
DESIGNED BY
DATE
DATE
CORRECTED BY
DATE
DATE
DATE
DATE
__
DATE __/__/__
VARIOUS
REV. DATE DESCRIPTION SHEET OF SHEETS
DRAWING / FILE NUMBER:
FAMIS PROJECT: WAR86
DATE
DATE
CHRISTOPHER J. GARNER
GENERAL MANAGER
LADWP HAYNES GENERATING
STATION RECYCLED WATER PIPELINE
__/__/__
DRAFT 100% SUBMITTAL NOT FOR CONSTRUCTION
N/A
MUNIS PROJECT: 6005030010
47 No. 76961
LONG BEACH UTILITIES DEPARTMENT
SUPPORT LOCATION
SEE SECTION A
16" WELDED STEEL
PIPE (EL&C)
WEST
SCALE:
ELEVATION
A
-
FOR CONTINUATION,
SEE DWG C-07 FOR CONTINUATION,
SEE DWG C-07
78+00 77+00 76+00 75+00
STA 78+38.39
16" FORCE BALANCED
FLEXIBLE EXPANSION JOINT
BY EBBA IRON REFER TO
SPECIFIATION SECTION 33 05 35
FOR ADDITIONAL REQUIREMENTS
STA 75+01.88
16" FORCE BALANCED
FLEXIBLE EXPANSION JOINT
BY EBBA IRON REFER TO
SPECIFIATION SECTION 33 05 35
FOR ADDITIONAL REQUIREMENTS
EAST
CONSTRUCT 3" AV/AR
SEE DWG C17, TYPICAL
DETAIL P240
NO SCALE
COLB BRIDGE NO. 53C0139
NOTES:
1. ALL STRUCTURAL STEEL SHAPES AND PLATES SHALL BE ASTM A572 GR 50.
2. ALL WELDING ELECTRODES SHALL BE E70XX.
3. ALL STRUCTURAL STEEL, PLATES, AND C-CLAMPS SHALL BE HOT DIP GALVANIZED ACCORDING TO ASTM A153.
4. ALL ANCHORS SHALL BE HOT DIP GALVANIZED PER ASTM F1554 GR. 55.
5. PIPE SUPPORTS NEAREST FORCE BALANCED FLEXIBLE EXPANSION JOINT SHALL BE SHIMMED WITH STEEL WASHER PLATE TO PROVIDE 1/4" CLEARANCE BETWEEN PIPE AND CLAMP. 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 266'-8" 20'-0" 20'-0" SCALE:
FILE:
A SECTION
- 1"=1'-0"
201326-C10.DWG
5 -
6 -
(2) L4x3x1/2
1" DIA U-BOLT WITH 1-1/2" WIDE X 11/16"
THICK THERMOPLASTIC ISOLATOR. FIG
100-TPI BY PIPING TECHNOLOGY AND
PRODUCTS INC. OR APPROVED EQUAL
16" WELDED STEEL
PIPE (EL&C)
(1/2" WALL THICKNESS)
C15x40
EXISTING
12" WATER PIPE
PROTECT IN PLACE
EXISTING COLLEGE PARK
DRIVE BRIDGE STRUCTURE
(BRIDGE NO. 53C0139)
7 -
SCALE:
FILE:
5 DETAIL
- 3/16"=1'-0"
201326-C10.DWG
C15x40
1.25" MIN
(TYP)
24"Lx8"Wx5/8"
(6) 3/4"Ø ANCHORS W/6" MIN EMBEDMENT. USE
HILTI HIT-RE 500 V3 OR
APPROVED EQUAL
(TYP)
3/8
TYP
SCALE:
FILE:
6 DETAIL
- 3/8"=1'-0"
201326-C10.DWG
L4x3x1/2 C15x40
1" BOLT
2"
2"
3"
2" 6"
1-3/4"
3"
EXISTING
CONCRETE
L4x3x1/2 (TYP)
(2) 3/4"Ø ANCHORS W/ 6" MIN EMBEDMENT. USE
HILTI HIT-RE 500 V3 OR
APPROVED EQUAL
SCALE:
FILE:
7 DETAIL
- 3/8"=1'-0"
201326-C10.DWG
5'-0" 8'-0" 10'-11" 20'-0" 11'-6" 8'-0" 5'-0"
SUPPORT LOCATION
SEE SECTION A (TYP)
SUPPORT LOCATION
SEE SECTION A
Digitally signed by Matthew B. Huckaby
Contact Info: Carollo Engineers, Inc.
Date: 2024.01.22 15:10:46-08'00'
EAST WEST 75+00 76+00 77+00 78+00 79+00 DIRECTOR OF ENGINEERING MANAGER OF ENGINEERING APPROVED RECOMMENDED DEPARTMENT DATE BY CK'D. CITY ENG. VERIZON EDISON CO. LB ENERGY FIRE INPUT BY AS-BUILT BY POSTED GIS CONSTRUCTED BY GIS TILE SPEC. NO SECTION MAP SERVICE ATLAS PAGE GATE VALVES REC. SCALE NTS N/ACONTRACT NO. CHECKED BY DESIGNED BY DATE DATE CORRECTED BY DATE DATE DATE DATE __ DATE 09/18/23 VARIOUS REV. DATE DESCRIPTION SHEET OF SHEETS SC-0442 DRAWING / FILE NUMBER: FAMIS PROJECT: WASM-FB DATE DATE CHRISTOPHER J. GARNER GENERAL MANAGER LONG BEACH UTILITIES DEPARTMENT LADWP HAYNES GENERATING STATION SEWER FORCE MAIN PIPELINE PACKAGE 1 PH_. X_______ __/__/__ FILE NAME: SC0442.dwg DESIGN BY: PH N/A MUNIS PROJECT: 6007050019 1111 Corporate Center Dr, Suite 303 Monterey Park, CA 91754 8 10 BRIDGE PIPE SUPPORT DETAILS EXISTING COLLEGE PARK DRIVE BRIDGE STRUCTURE SUPPORT STRAP @ 12'-0" SPACING OFFSET FROM EXISTING 16" OIL PIPE SUPPORT SCALE: NTS ELEVATION STA 74+99.00 EXPANSION JOINT
STA 78+53.00 EXPANSION JOINT 16" STEEL CASING WITH 8" DIP SEWER FORCE MAIN A1 C-09B SCALE: FILE: NTS FILE SECTION - EXISTING EXISTING SUPPORT LOCATION (TYP) 2'-1" 4" 12" 0'-9 1/2" 1'-10" 1'-2 1/2" A2 C-09B SCALE: FILE: NTS FILE SECTION - NEW 16" CASING WITH 8" SEWER FM PIPELINE (2) L4x4x1/2 EXISTING COLLEGE PARK DRIVE BRIDGE STRUCTURE 2 x (4) 3/4" ANCHORS W/6" EMBEDMENT. USE HILTI HIT-RE 500 V3 OR APPROVED EQUAL 3" A1- 25' TYP 25' TYP EXISTING 16" OIL PROTECT IN PLACE C 15x40 FLATB C-10B 2 C-10B 1 C-10B3 C-10B EXISTING 16" OIL C-09B PROPOSED SUPPORT LOCATION (TYP) 12' TYP FOR CONTINUATION, SEE DWG C-07 B FOR CONTINUATION, SEE DWG C-07 B 3" 4 C-10B 5 C-10B A2- CONSTRUCT 2" AIR/VAC ASSEMBLY PER DETAIL WDS-212 1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO STANDARD OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), AS CONTAINED IN THE 15TH EDITION OF "AISC MANUAL OF STEEL CONSTRUCTION". 2. PROVIDE THE FOLLOWING MATERIALS FOR STRUCTURAL STEEL U.N.O.: a. ALL STRUCTURAL STEEL SHAPES, PLATES, ANGLES AND CHANNELS SHALL BE ASTM A36. b. MACHINE BOLTS SHALL BE ASTM A307. c. TREADED RODS FOR ANCHOR BOLTS SHALL BE ASTM F1554, GR. 36. 3. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE HOT DIP GALVANIZED ACCORDING TO ASTM A153 AFTER FABRICATION. 4. WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED PER AWS D1.1 & D1.8 USING E70XX ELECTRODES UNLESS OTHERWISED NOTED. 5. TESTS AND SPEICAL INSPECTION: STRUCTURAL TESTS AND SPECIAL INSPECTIONS SHALL BE PROVIDED BY A QUALIFIED TESTING AND INSPECTION AGENCY AS REQUIRED BELOW AND SHALL CONFORM TO THE REUIREMENT OF CHAPTER 17 OF THE CBC. TESTS: a. STRUCTURAL STEEL b. POST-INSTALLED ANCHORS (3/4" ROD: 7.2 K TENSION TEST LOAD U.N.O.) SPECIAL INSPECTIONS: a. SHOP & FIELD WELDING (CONTINUOUS) b. POST-INSTALLED ANCHORS (CONTINUOUS) 6. WHEN INSTALLING DRILLED-IN ANCHORS IN EXISTING NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING BARS. WHEN INSTALLING THEM INTO EXISTING PRESTRESSED CONCRETE (PRE-OR POST-TENSIONED) LOCATE THE PRESTRESSED TENDONS BY USING A NON-DESTRUCTIVE METHOD PRIOR TO INSTALLATION. EXERCISE EXTREME CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE TENDONS DURING INSTALLATION. MAINTAIN A MINIMUM CLEARANCE OF ONE INCH BETWEEN THE REINFORCEMENT AND THE DRILLED-IN ANCHOR. 7. FIELD VERIFY ALL CONDITIONS & DIMENSIONS PRIOR TO SHOP DRAWING PRODUCTION AND FABRICATION OF STRUCTURAL ELEMENT. 8. WHERE ALL OTHER EXISTING CONDITIONS VARY SIGNIFICANTLY FROM THOSE SHOWN ON THESE DRAWINGS, THE STRUCTURAL ENGINEER SHALL BE NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT CONDITIONS. NOTES TO CONTRACTOR: E N G I N E E R S I N C 2151 Michelson Dr. #240 Irvine, CA 92612 Tel. 949.679.0870 Fax. 949.679.9370 Project No.: J858 QualityV C A C I V I L Service Commitment S T R U C T U R A L MBE DBE SBE
20233246.001A June 30, 2026
© 2026 Kleinfelder www.kleinfelder.com
APPENDIX B
LOAD RATING CALCULATIONS
___________________________________________________________________________________
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #: 20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26San Diego, CA 92101 Checked:
SUMMARY RESULTS
1.81 1.79 2.67 0.96 0.96 0.94 1.08 0.99 1.132.35 2.33 4.16 1.25 1.35 1.45 1.40 1.28 1.753.67 4.05 8.36 1.80 2.09 2.20 2.20 2.21 3.063.95 3.53 8.36 1.92 1.88 2.34 2.36 2.22 3.374.39 3.24 9.00 2.19 1.81 2.64 2.67 1.95 3.641.76 1.68 2.56 0.95 0.96 0.94 1.05 0.94 1.082.28 2.18 4.00 1.24 1.34 1.44 1.36 1.22 1.693.56 3.79 8.07 1.78 2.08 2.20 2.14 2.10 2.973.83 3.34 8.12 1.90 1.87 2.33 2.30 2.11 3.264.26 3.03 8.73 2.17 1.78 2.64 2.59 1.85 3.53
2.99% 6.42% 4.20% 1.09% 1.56% 0.19% 2.75% 5.01% 3.81%
Type 3S2 Vehicle
Type 3-3 Vehicle
Final Bridge with New 16" Water Pipe and 8" Sewer Pipe
Shear
V
Mid-Span
Moment
End Span
Moment
End Shear
V
HS20 Vehicle Inventory
Mid-Span
Moment
End Span
Moment
End Shear
V
Mid-Span
Moment
End Span
Moment
Rating Vehicle
North Exterior Girder
North Exterior Girder Interior Girder South Exterior Girder End Shear
V
HS20 Vehicle Operating
End Span
Moment
Interior Girder
Mid-Span
Moment
End Span
Moment
South Exterior Girder
Rating Factor
Type 3-3 Vehicle
Rating Factor
Existing Bridge Without New Utility
Impact Due to New Pipes
Rating Vehicle
HS20 Vehicle Inventory
HS20 Vehicle Operating
Type 3 Vehicle
Type 3S2 Vehicle
Shear
V
Mid-Span
Moment
End Span
Moment
End Shear
V
Type 3 Vehicle
Mid-Span
Moment
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #: 20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26San Diego, CA 92101 Checked:
1.72 1.57 2.46 0.96 0.96 0.94 1.06 0.94 1.082.23 2.04 3.86 1.24 1.33 1.45 1.38 1.21 1.693.48 3.55 7.80 1.79 2.09 2.20 2.17 2.10 2.963.74 3.21 7.87 1.91 1.88 2.33 2.33 2.11 3.254.17 2.84 8.46 2.17 1.76 2.64 2.63 1.85 3.51
5.13% 12.30% 8.02% 0.81% 2.32% 0.18% 1.41% 5.23% 4.21%
Final Bridge with New 24" Water Pipe and 8" Sewer Pipe
Rating Vehicle
Rating Factor
North Exterior Girder Interior Girder South Exterior Girder Mid-Span
Moment
End Span
Moment
End Shear
V
Mid-Span
Moment
End Span
Moment
Shear
V
Mid-Span
Moment
End Span
Moment
End Shear
V
Impact Due to New Pipes
HS20 Vehicle Inventory
HS20 Vehicle Operating
Type 3 Vehicle
Type 3S2 Vehicle
Type 3-3 Vehicle
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #: 20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26
San Diego, CA 92101 Checked:
DEAD LOAD
γconcrete = 150 pcf Unitweight of Concrete γwater = 62.4 pcf Unitweight of Water γsteel = 490 pcf Unitweight of Steel
Bridge Deck
ddeck = 6.125 in Bridge Deck Depth
dtotal = 37 in Total Typical Section Depth
wgirder = 14 in Typical Girder Width
bdeck.ext = 22.5 in Clear Deck Width at Overhang
bdeck.in = 35 in Clear 1/2 Deck Width Between Girder
Agirder.e = Exterior Girder Area
Aslab.e = Exterior Slab Area
Agirder.i = Interior Girder Area
Aslab.i = Interior Slab Area
Additional Concrete at Girder Flare
Girder End Flare: Girder-Deck Joint Fillet:
Span #: 1&8 2&7 3 to 6 Adeck.f.e = 39 in^2 Exterior Joint Fillet Span Length: 35.4 ft 41.6 ft 50.0 ft (3.875"+16")*3.875"/2 Top Area Typ Girder: 5943 in^2 6993 in^2 8400 in^2 Adeck.f.i = 15 in^2 Interior Joint Fillet Exterior Girder Flare Area: 90 in^2 180 in^2 180 in^2 (3.875"*3.875") Exterior Girder Increase%: 1.5% 2.6% 2.1%
Interior Girder Flare Area: 180 in^2 360 in^2 360 in^2
Interior Girder Increase%: 3.0% 5.1% 4.3%
(Flare as additional weight of girder)
Girder Total Unit Weight:
Span #: 1&8 2&7 3 to 6
Adeck.e= 6.36 ft^2 6.39 ft^2 6.37 ft^2 Total Area of One Bridge Exterior Girder with Deck Adeck.i= 6.77 ft^2 6.83 ft^2 6.81 ft^2 Total Area of One Bridge Interior Girder with Deck wdeck.e = 0.95 klf 0.96 klf 0.96 klf Unit Weight of Exterior Girder and Deck wdeck.i = 1.02 klf 1.03 klf 1.02 klf Unit Weight of Interior Girder and Deck
3.0 ft^2
3.6 ft^2
3.0 ft^2
3.0 ft^2
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #: 20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26
San Diego, CA 92101 Checked:
Sidewalk (North) Curb (South)
dsidewalk = 9.9 in Average Sidewalk Depth dcurb = 9 in Curb Depth bsidewalk = 72 in Sidewalk Width Bcurb = 23 in Curb Width Asidewalk = 5.0 ft^2 Area of Sidewalk Asidewalk = 1.4 ft^2 Area of Curb wsidewalk = 0.743 klf Unit Weight of Sidewalk wcurb = 0.216 klf Unit Weight of Curb Bridge Rail (North) Bridge Rail (South)
hrail = 36 in Height of Rail hrail = 28 in Height of Rail drail = 6 in Width of Rail drail = 6 in Width of Rail
hopening = 18.25 in Height of Rail Opening hopening = 20.25 in Height of Rail Opening wopening = 10 in Width of Rail Opening wopening = 6 in Width of Rail Opening Sopening = 17 in Opening Spacing Sopening = 17 in Opening Spacing hrail.eq = 25.26 in Equivalent Height of Rail hrail.eq = 20.85 in Equivalent Height of Rail (assume solid rail, 6" wide) (assume solid rail, 6" wide) drail.add = 2 in Additional Rail Width drail.add = 8 in Additional Rail Width hrail.max = 11.5 in Height of Wider Rail (8"+3.5") hrail.max = 3.5 in Height of Wider Rail Arail.n = 1.2 ft^2 Area of Rail Arail.s = 1.1 ft^2 Area of Rail wrail.n = 0.182 klf Unit Weight of Rail wrail.s = 0.159 klf Unit Weight of Rail Per Caltrans Bridge Load Rating Manual 4.5.5.5, The dead load of the Barrier and Sidewalk(Curb) is distributed to all girders.
Wdeck = 39.92 ft Total Deck Width
wrail.tot = 0.009 ksf Weight of two Rails Uniformly Distribute to Entire Bridge Surface ws.walk.tot = 0.024 ksf Weight of Sidewalk+Curb Uniformly Distribute to Entire Bridge Surface
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #: 20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26
San Diego, CA 92101 Checked:
Intermediate Diaphragm
ddiaph.i = 24.88 in Intermediate Diaphragm Depth (Without slab) wdiaph.i = 10 in Intermediate Diaphragm Width
Ldiaph.i = 70 in Intermediate Diaphragm Length Between Girder Adiaph.i f = 4 in^2 Fillet 2"x2" Both Sides
Adiaph.i = 1.8 ft^2 Intermediate Diaphragm Area
Pdiaph.i = 0.8 k Point DL at Midspan of Girder
(The diaphragm is modeled as actural element at span2-7) Pier Diaphragm
ddiaph.p = 30.88 in Pier Diaphragm Depth (Without slab) wdiaph.p = 18 in Pier Diaphragm Width
Ldiaph.p = 84 in Pier Diaphragm Length Between Girder
Adiaph.p f = 4 in^2 Fillet 2"x2" Both Sides
Adiaph.p = 3.9 ft^2 Pier Diaphragm Area
Pdiaph.p = 2.0 k Point DL at End Span of Girder
End Diaphragm
ddiaph.e = 32.88 in End Diaphragm Depth (Without slab)
wdiaph.e = 18 in End Diaphragm Width
Ldiaph.e = 84 in End Diaphragm Length Between Girder
Adiaph.e f = 2 in^2 Fillet 2"x2" One Sides
Adiaph.i = 4.1 ft^2 Intermediate Diaphragm Area
Pdiaph.i = 2.2 k Point DL at Abutment
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #: 20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26
San Diego, CA 92101 Checked:
Utility
In the absence of specific information of the existing pipe, the weight is estimated base on the Caltrans Memo to Load Raters 11-5.
Existing Pipe North (12" Dia Water)
(Self-weight assumed base on the Memo to Rator Table )
wpipe.n.e = 0.120 klf Unit Weight Existing Pipe North
Spipe.n.exi = 25 ft Support Spacing
Ppipe.n.exi = 3.0 k Total Wt. Per Support
New Pipe North ( Two Alternatives)
Alternative 1:(16" Dia Water Weld Steel with 1/2" Wall Thickness) (Self-weight calculated base on the utility drawing provided) Pipe
Dod.s.new = 16.0 in Out Diameter of New Pipe
Did.s.new = 15.0 in Inner Diameter of New Pipe
Apipe.s.new = 24 in^2 Steel Pipe Area
Awater.s.new = 177 in^2 Pipe inside Area
wpipe.s.new = 0.159 klf Unit Weight New Pipe Filled with Water Spipe.s.new = 20 ft Support Spacing
Pipe Support
C 15x40 L= 48 in w= 40 plf Wt.= 160 lb
L 4x3x1/2 L= 30 in w= 11.1 plf No.= 2 Wt.= 55 lb
Total Wt.= 215 lb per support
Ppipe.s.new = 3.4 k Total Wt. Per Support at New Pipe
or 0.170 klf Uniformly Distributed along Deck Edge
Alternative 2:(24" Dia Water Pipe)
(Without a design plan, the 24" pipe assumes to use 24XS pipe with 1/2" wall thickness. Add 10% for support weight ) Pipe
Dod.s.new = 24.0 in Out Diameter of New Pipe
Did.s.new = 23.0 in Inner Diameter of New Pipe
Apipe.s.new = 37 in^2 Steel Pipe Area
Awater.s.new = 415 in^2 Pipe inside Area
wpipe.s.new = 0.306 klf Unit Weight New Pipe Filled with Water Spipe.s.new = 20 ft Support Spacing assumed
Ppipe.s.new = 6.7 k Total Wt. Per Support at New Pipe
or 0.336 klf Uniformly Distributed along Deck Edge
Total wt. include additional 10% for
assumed connection and support
(simple clamp used for pipe connection,
support wt negligible )
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #: 20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26
San Diego, CA 92101 Checked:
Existing Pipe South (16" Dia Oil)
(Self-weight assumed base on the Memo to Rator Table )
wpipe.s.exi = 0.193 klf Unit Weight Existing Pipe South Spipe.s.exi = 24 ft Support Spacing
Ppipe.s.exi = 5.1 k Total Wt. Per Support
or 0.212 klf Uniformly Distributed along Deck Edge
Total wt. include additional 10% for
assumed connection and support
New Pipe South (16" Casing with 8" sewer FM Pipeline)
(Self-weight assumed base on the Memo to Rator Table )
Pipe
Dod.s.new.c = 16.00 in Out Diameter of New Pipe Casing
Did.s.new.c = 15.25 in Inner Diameter of New Pipe Casing Apipe.s.new.c = 18.4 in^2 Steel Casing Area
Dod.s.new = 8.625 in Out Diameter of New Pipe
Did.s.new = 7.625 in Inner Diameter of New Pipe
Apipe.s.new = 12.8 in^2 Steel Pipe Area
Awater.s.new = 45.7 in^2 Pipe inside Area
wpipe.s.new = 0.126 klf Unit Weight New Pipe Filled with Water Spipe.s.new = 24 ft Support Spacing
Pipe Support
C 15x40 L= 48 in w= 40 plf Wt.= 160 lb
L 4x4x1/2 L= 30 in w= 12.8 plf No.= 2 Wt.= 63 lb
Total Wt.= 223 lb per support
Ppipe.s.new = 3.2 k Total Wt. Per Support at New Pipe
or 0.135 klf Uniformly Distributed along Deck Edge
Compare Weight of Utility V.S Weight of Superstructure
0.96 klf x2
1.02 klf x4 0.12 klf
0.74 klf 0.19 klf
0.22 klf 0.14 klf
0.18 klf 0.17 klf 0.34 klf
0.16 klf 0.62 klf 0.78 klf
7.30 klf
New Utility N-24"
Utility All with 24"
Weight of Utility
Scenario 1 Scenario 2
Same as Scenario 1
Curb
Rail N
New Utility/
Sup.structure
8.47% New Utility/
Sup.structure
10.75%
Scenario 1 Scenario 2
Compare New Utility to the Existing Bridge
Superstructure
Utility All with 16"
Weight of Superstructure
Rail S
Existing Utility N
Existing Utility S
New Utility N-16"
New Utility S
Exterior Girder+Deck
Interior Girder+Deck
Sidewalk
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #: 20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26
San Diego, CA 92101 Checked:
LIVE LOAD
Bridge is rated for four vehicles:
Design Vehicle: HS20
Legal Vehicle: Type 3, Type 3S3, Type 3-3
The above vehicles are defined in Bridge Model
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #:20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26San Diego, CA 92101 Checked:
GIRDER CAPACITY
Effective Flange Width(Momo to Raters 11-6)Sgirder = 7 ft Girder spacing Lspan = 35.375 ft Shortest Span length
beff =
Since: Sgirder/Lspan= 0.20 <0.32 The effective flange is taken as tributary width of the deck X Y X+Y (1/2 girder spacing+overhang or girder spacing) 22.5 in 42 in 64.5 in 71.5 in 42 in 42 in 84 in 84 in
Material f`c= 3.0 ksi Concrete Strength β= 0.85
fy= 40.0 ksi Rebar Strength
Girder Positive Bending Capacity
Ext. Girder Int. Girder Ext. Girder Int. Girder Ext. Girder Int. Girder Dgirder= 37 in 37 in 37 in 37 in 37 in 37 in Total girder depth Bgirder = 14 in 14 in 14 in 14 in 14 in 14 in Girder width Ddeck= 6.125 in 6.125 in 6.125 in 6.125 in 6.125 in 6.125 in Deck (flange) thickness beff= 71.5 in 84 in 71.5 in 84 in 71.5 in 84 in Effective flange width tcover = 1 in 1 in 1 in 1 in 1 in 1 in Clear coverNo.bars = 5 5 4 4 2 2 Number of #11 bars providedAs = 7.8 in^2 7.8 in^2 6.2 in^2 6.2 in^2 3.1 in^2 3.1 in^2 Total tension rebar areaa= 1.7 in 1.5 in 1.4 in 1.2 in 0.7 in 0.6 in Stress Block Depth As Fy/0.85f`cbf Inside Flange de.= 34.1 in 34.1 in 34.0 in 34.0 in 34.7 in 34.7 in Girder effective depth T= 312.0 k 312.0 k 249.6 k 249.6 k 124.8 k 124.8 k Atotal*fy c= 2.0 in 1.7 in 1.6 in 1.4 in 0.8 in 0.7 in a/βMn= 864.5 k-ft 867.8 k-ft 692.2 k-ft 694.4 k-ft 357.0 k-ft 357.5 k-ft Moment capacity of Girder εc= 0.003 0.003 0.003 0.003 0.003 0.003 Compression strain limit εs= 0.048 0.057 0.060 0.071 0.126 0.149 Tension strain > 0.005 Tension control φ= 0.9 0.9 0.9 0.9 0.9 0.9 Reduction factorφMn= 778.1 k-ft 781.0 k-ft 623.0 k-ft 624.9 k-ft 321.3 k-ft 321.8 k-ft Nominal Capacity Mu= 165.0 k-ft 165.0 k-ft Strength I moment at location of interestDCR= - - - - 0.51 0.51 <1 Exterior Girder
Interior Girder
bmin
Effective Flange Width
At Additional Rebar EndsAt Middle Span
At Span 3-6 At Span 1,2,7,8 At All Pier
See Bridge Rating
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #:20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26San Diego, CA 92101 Checked:
GIRDER CAPACITY
Girder Negative Bending Capacity
Ext. Girder Int. Girder Ext. Girder Int. Girder Ext. Girder Int. Girder Ext. Girder Int. Girder Dgirder= 37 in 37 in 37 in 37 in 37 in 37 in 37 in 37 in Total girder depth Bgirder = 17 in 20 in 17 in 20 in 14 in 14 in 14 in 14 in Girder width Ddeck= 6.125 in 6.125 in 6.125 in 6.125 in 6.125 in 6.125 in 6.125 in 6.125 in Deck (flange) thickness beff= 71.5 in 84 in 71.5 in 84 in 71.5 in 84 in 71.5 in 84 in Effective flange width tcover = 1 in 1 in 1 in 1 in 1 in 1 in 1 in 1 in Clear coverAs = 10.8 in^2 11.2 in^2 8.2 in^2 8.6 in^2 4.4 in^2 3.5 in^2 4.4 in^2 3.5 in^2 Total tension rebar area Use #10(in girder)+#4(in slab) a= 9.9 in 8.8 in 7.6 in 6.8 in 4.9 in 4.0 in 4.9 in 4.0 in Stress Block Depth As Fy/0.85f`cBgirder de.= 34.6 in 34.6 in 34.6 in 34.5 in 34.5 in 34.2 in 34.5 in 34.2 in Girder effective depth T= 430.4 k 446.4 k 328.8 k 344.8 k 176.4 k 141.6 k 176.4 k 141.6 k Atotal*fy c= 11.7 in 10.3 in 8.9 in 8.0 in 5.8 in 4.7 in 5.8 in 4.7 in a/βMn= 1064.0 k-ft 1122.9 k-ft 844.0 k-ft 894.4 k-ft 470.4 k-ft 379.9 k-ft 470.4 k-ft 379.9 k-ft Moment capacity of Girder εc= 0.003 0.003 0.003 0.003 0.003 0.003 0.003 0.003 Compression strain limit εs= 0.006 0.007 0.009 0.010 0.015 0.019 0.015 0.019 Tension strain > 0.005 Tension control φ= 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 Reduction factorφMn= 957.6 k-ft 1010.6 k-ft 759.6 k-ft 805.0 k-ft 423.3 k-ft 341.9 k-ft 423.3 k-ft 341.9 k-ft Nominal Capacity Mu= 90.7 k-ft 148.5 k-ft 68.9 k-ft 109.1 k-ft Strength I moment at location of interestDCR= - - - - 0.21 0.43 0.16 0.32 <1 See Bridge Rating
At Pier 3-7 At Pier 2&8 At Pier 3-7 At Pier 2&8
At End Span At Additional Rebar Ends
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #:20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26San Diego, CA 92101 Checked:
GIRDER CAPACITY
Girder Shear Capacity AASHTO Appendix B5
Kip-ft Kip Kip-ft Kip
944.0 131.4 942.1 146.3816.2 111.5 811.1 122.0634.5 83.2 649.8 93.9633.4 83.7 667.9 92.5668.2 80.6 701.6 88.0 Ext. Girder Int. Girder Ext. Girder Int. Girder Ext. Girder Int. Girder Ext. Girder Int. Girder Ext. Girder Int. Girder As= 10.8 in^2 11.2 in^2 11.2 in^2 11.2 in^2 11.2 in^2 11.2 in^2 11.2 in^2 11.2 in^2 11.2 in^2 11.2 in^2 Total longitudinal Rebar Provided:
Mu= 944.0 k-ft 942.1 k-ft 816.2 k-ft 811.1 k-ft 634.5 k-ft 649.8 k-ft 633.4 k-ft 667.9 k-ft 668.2 k-ft 701.6 k-ft Moment Demand at Location Checked:
Nu= 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k Factored Axial Force Tension (+):
Vu= 131.4 k 146.3 k 111.5 k 122.0 k 83.2 k 93.9 k 83.7 k 92.5 k 80.6 k 88.0 k Shear Demand at Location Checked:
θ= 33.9 deg 36.8 deg 36.5 deg 36.6 deg 36.4 deg 36.4 deg 36.4 deg 36.4 deg 36.4 deg 36.4 deg Guess valueEs= 29000 ksi 29000 ksi 29000 ksi 29000 ksi 29000 ksi 29000 ksi 29000 ksi 29000 ksi 29000 ksi 29000 ksi Modulus of Elasticity Es:εx X1000= 0.74 0.71 0.60 0.61 0.46 0.49 0.46 0.49 0.48 0.51 Longitudinal Strain at Middepth:
Sx= 15.6 in 15.6 in 15.6 in 15.6 in 15.6 in 15.6 in 15.6 in 15.6 in 15.6 in 15.6 in Crack Spacing Parameter ag= 0.375 in 0.375 in 0.375 in 0.375 in 0.375 in 0.375 in 0.375 in 0.375 in 0.375 in 0.375 in Maximum Aggregate Size Sxe= 21.4 in 21.4 in 21.4 in 21.4 in 21.4 in 21.4 in 21.4 in 21.4 in 21.4 in 21.4 in Crack Spacing Parameter Adjusted by a g vu= 0.30 ksi 0.30 ksi 0.25 ksi 0.25 ksi 0.19 ksi 0.19 ksi 0.19 ksi 0.19 ksi 0.18 ksi 0.18 ksi Shear Stress in Concrete:
vu/f`c= 0.100 0.101 0.085 0.084 0.063 0.065 0.064 0.064 0.061 0.061 At Pier 3-7
HS20 Vehicle Inventory
HS20 Vehicle Operating
HS20 Vehicle Operating Type 3 Vehicle Type 3S2 Vehicle Type 3-3 Vehicle Demand at End of Girder
Strength Level Demand Summary
Exterior Girder Interior Girder
Moment Shear Moment Shear
Type 3 Vehicle
Type 3S2 Vehicle
Type 3-3 Vehicle
HS20 Vehicle Inventory
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #:20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26San Diego, CA 92101 Checked:
GIRDER CAPACITY
Ext. End Int. End Ext. End Int. End Ext. End Int. End Ext. End Int. End Ext. End Int. End β= 2.33 2.35 2.47 2.47 2.64 2.61 2.64 2.60 2.62 2.58θ= 33.9 deg 33.5 deg 31.9 deg 32.0 deg 29.9 deg 30.3 deg 29.9 deg 30.4 deg 30.2 deg 30.6 degλ= 1 1 1 1 1 1 1 1 1 1 Normal concretef`c= 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi Concrete strength bv.girder= 15.7 in 17.3 in 15.7 in 17.3 in 15.7 in 17.3 in 15.7 in 17.3 in 15.7 in 17.3 in Girder width bv.slab= 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in Slab width(not used)d1= 29.7 in 30.2 in 29.7 in 30.2 in 29.7 in 30.2 in 29.7 in 30.2 in 29.7 in 30.2 in Distance between T and a d2= 31.2 in 31.1 in 31.2 in 31.1 in 31.2 in 31.1 in 31.2 in 31.1 in 31.2 in 31.1 in 0.9de d3= 26.6 in 26.6 in 26.6 in 26.6 in 26.6 in 26.6 in 26.6 in 26.6 in 26.6 in 26.6 in 0.72Dgirderdv= 31.2 in 31.1 in 31.2 in 31.1 in 31.2 in 31.1 in 31.2 in 31.1 in 31.2 in 31.1 in Effective shear section depth 5.7.2.8 Taken max d 1,d2,d3dv.slab= 3.865 in 3.865 in 3.865 in 3.865 in 3.865 in 3.865 in 3.865 in 3.865 in 3.865 in 3.865 in Slab effective depth (not used) Vc= 62.2 k 69.1 k 66.1 k 72.7 k 70.5 k 76.9 k 70.5 k 76.5 k 69.8 k 76.0 k Shear concrete capacity db= 0.625 in 0.625 in 0.625 in 0.625 in 0.625 in 0.625 in 0.625 in 0.625 in 0.625 in 0.625 in Diameter of shear reinforcement # 5 Bar n 2 2 2 2 2 2 2 2 2 2 Number of legsAv= 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 Area of reinforcementfy= 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi Shear reinforcement steels= 9.0 in 9.0 in 9.0 in 9.0 in 9.0 in 9.0 in 9.0 in 9.0 in 9.0 in 9.0 in Bar spacingVs= 126.7 k 128.0 k 136.5 k 135.6 k 147.5 k 145.3 k 147.5 k 144.5 k 145.9 k 143.2 k Shear reinforcement steel capacityφ= 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 Resistance factor for shearVn= 188.9 k 197.1 k 202.5 k 208.4 k 218.0 k 222.2 k 218.0 k 221.0 k 215.7 k 219.3 k Total shear resistanceφVn= 170.0 k 177.4 k 182.3 k 187.5 k 196.2 k 200.0 k 196.2 k 198.9 k 194.2 k 197.3 k Factored shear resistance capacity
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #:20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26San Diego, CA 92101 Checked:
GIRDER CAPACITY
Kip-ft Kip Kip-ft Kip
722.3 119.0 788.1 138.3591.1 95.6 631.4 107.9454.9 73.4 492.1 85.8468.0 70.0 521.0 82.3464.4 67.7 512.0 76.9 Ext. Girder Int. Girder Ext. Girder Int. Girder Ext. Girder Int. Girder Ext. Girder Int. Girder Ext. Girder Int. Girder As= 8.2 in^2 8.6 in^2 8.6 in^2 8.6 in^2 8.6 in^2 8.6 in^2 8.6 in^2 8.6 in^2 8.6 in^2 8.6 in^2 Total longitudinal Rebar Provided:
Mu= 722.3 k-ft 788.1 k-ft 591.1 k-ft 631.4 k-ft 454.9 k-ft 492.1 k-ft 468.0 k-ft 521.0 k-ft 464.4 k-ft 512.0 k-ft Moment Demand at Location Checked:
Nu= 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k Factored Axial Force Tension (+):
Vu= 119.0 k 138.3 k 95.6 k 107.9 k 73.4 k 85.8 k 70.0 k 82.3 k 67.7 k 76.9 k Shear Demand at Location Checked:
θ= 34.5 deg 34.1 deg 32.2 deg 32.1 deg 30.1 deg 30.3 deg 30.1 deg 30.5 deg 30.0 deg 30.3 deg Guess valueEs= 29000 ksi 29000 ksi 29000 ksi 29000 ksi 29000 ksi 29000 ksi 29000 ksi 29000 ksi 29000 ksi 29000 ksi Modulus of Elasticity Es:εx X1000= 0.79 0.83 0.63 0.67 0.49 0.54 0.50 0.55 0.49 0.54 Longitudinal Strain at Middepth:
Sx= 14.8 in 15.1 in 14.8 in 15.1 in 14.8 in 15.1 in 14.8 in 15.1 in 14.8 in 15.1 in Crack Spacing Parameter ag= 0.375 in 0.375 in 0.375 in 0.375 in 0.375 in 0.375 in 0.375 in 0.375 in 0.375 in 0.375 in Maximum Aggregate Size Sxe= 20.4 in 20.7 in 20.4 in 20.7 in 20.4 in 20.7 in 20.4 in 20.7 in 20.4 in 20.7 in Crack Spacing Parameter Adjusted by a g vu= 0.28 ksi 0.29 ksi 0.23 ksi 0.23 ksi 0.18 ksi 0.18 ksi 0.17 ksi 0.18 ksi 0.16 ksi 0.16 ksi Shear Stress in Concrete:
vu/f`c= 0.095 0.098 0.076 0.077 0.059 0.061 0.056 0.058 0.054 0.055 HS20 Vehicle Inventory HS20 Vehicle Operating Type 3 Vehicle Type 3S2 Vehicle Type 3-3 Vehicle HS20 Vehicle Inventory
HS20 Vehicle Operating
Type 3 Vehicle
Type 3S2 Vehicle
Type 3-3 Vehicle
Demand at End of Girder
Strength Level Demand Summary
North Exterior Girder Interior Girder
Moment Shear Moment Shear
At Pier2&8
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #:20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26San Diego, CA 92101 Checked:
GIRDER CAPACITY
Ext. End Int. End Ext. End Int. End Ext. End Int. End Ext. End Int. End Ext. End Int. End β= 2.31 2.28 2.48 2.44 2.60 2.56 2.59 2.54 2.60 2.56θ= 34.4 deg 34.8 deg 32.2 deg 32.7 deg 30.4 deg 31.0 deg 30.5 deg 31.2 deg 30.4 deg 31.0 degλ= 1 1 1 1 1 1 1 1 1 1 Normal concretef`c= 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi 3.0 ksi Concrete strength bv.girder= 15.7 in 17.3 in 15.7 in 17.3 in 15.7 in 17.3 in 15.7 in 17.3 in 15.7 in 17.3 in Girder width bv.slab= 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in Slab width(not used)d1= 29.7 in 30.2 in 29.7 in 30.2 in 29.7 in 30.2 in 29.7 in 30.2 in 29.7 in 30.2 in Distance between T and a d2= 0.6 in 0.6 in 0.6 in 0.6 in 0.6 in 0.6 in 0.6 in 0.6 in 0.6 in 0.6 in 0.9de d3= 22.4 in 22.4 in 22.4 in 22.4 in 22.4 in 22.4 in 22.4 in 22.4 in 22.4 in 22.4 in 0.72Dgirderdv= 29.7 in 30.2 in 29.7 in 30.2 in 29.7 in 30.2 in 29.7 in 30.2 in 29.7 in 30.2 in Effective shear section depth 5.7.2.8 Taken max d 1,d2,d3dv.slab= 28.9 in 28.9 in 28.9 in 28.9 in 28.9 in 28.9 in 28.9 in 28.9 in 28.9 in 28.9 in Slab effective depth (not used) Vc= 58.6 k 65.1 k 62.9 k 69.7 k 66.0 k 73.1 k 65.8 k 72.7 k 66.1 k 73.1 k Shear concrete capacity db= 0.625 in 0.625 in 0.625 in 0.625 in 0.625 in 0.625 in 0.625 in 0.625 in 0.625 in 0.625 in Diameter of shear reinforcement # 5 Bar n 2 2 2 2 2 2 2 2 2 2 Number of legsAv= 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 0.6 in^2 Area of reinforcementfy= 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi 40.0 ksi Shear reinforcement steels= 12.0 in 12.0 in 12.0 in 12.0 in 12.0 in 12.0 in 12.0 in 12.0 in 12.0 in 12.0 in Bar spacingVs= 88.5 k 88.7 k 96.4 k 96.0 k 103.3 k 102.8 k 103.0 k 102.0 k 103.5 k 102.8 k Shear reinforcement steel capacityφ= 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 Resistance factor for shearVn= 147.2 k 153.8 k 159.4 k 165.7 k 169.3 k 175.9 k 168.9 k 174.7 k 169.5 k 175.9 k Total shear resistanceφVn= 132.4 k 138.4 k 143.4 k 149.1 k 152.4 k 158.3 k 152.0 k 157.2 k 152.6 k 158.3 k Factored shear resistance capacity
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #: 20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26
San Diego, CA 92101 Checked:
PRIMARY GIRDER LOAD RATING
Demand Summary
Kip-ft Kip-ft Kip Kip-ft Kip-ft Kip Kip-ft Kip-ft Kip
200.0 -378.2 43.3 211.6 -369.3 40.1 206.4 -385.0 44.4
211.9 -411.6 47.6 218.5 -373.8 40.3 201.6 -386.2 44.2
306.7 -316.3 41.5 454.3 -572.8 106.3 453.2 -559.0 87.0
236.6 -244.0 32.0 350.5 -441.9 82.0 349.6 -431.2 67.1
Type 3 Vehicle 151.6 -140.1 16.1 243.4 -280.5 53.8 230.4 -249.6 38.8 140.8 -146.2 17.6 228.1 -298.6 52.4 212.4 -248.4 39.3
126.5 -175.5 16.2 200.1 -332.3 47.9 191.4 -283.2 36.2
Kip-ft Kip Kip-ft Kip Kip-ft Kip
-263.1 36.6 -239.8 32.0 -260.3 37.1
-281.1 40.1 -236.7 32.0 -268.2 37.5
-270.9 34.9 -548.3 106.3 -459.1 81.9
-193.5 24.9 -391.6 75.9 -327.9 58.5
Type 3 Vehicle -115.4 13.4 -252.3 53.8 -191.7 36.3
-137.2 12.5 -281.2 50.3 -204.8 32.9
-146.6 11.7 -272.2 44.9 -201.2 30.6
Kip-ft Kip-ft Kip-ft
165.8 160.2 174.4
181.6 159.0 168.6
225.7 454.3 398.5
174.1 350.5 307.4
Type 3 Vehicle 115.3 243.4 195.1
108.8 228.1 181.9
94.9 200.1 161.0
Dead Load with 24" Pipe
Dead Load with 24" Pipe
Dead Load with 24" Pipe
Type 3S2 Vehicle
Type 3-3 Vehicle
HS20 Vehicle Operating
Type 3S2 Vehicle
Type 3-3 Vehicle
Max Positive Moment at
Span 1,2,7,8
Dead Load with 16" Pipe
HS20 Vehicle Inventory
HS20 Vehicle Operating
Type 3S2 Vehicle
Type 3-3 Vehicle
North
Exterior
Girder
Interior
Girder
South
Exterior
Girder
Strength Level Demand
HS20 Vehicle Inventory
South
Exterior Girder
Shear
V
Negative
M
Shear
V
Negative M Shear
V
Strength Level Demand Summary
HS20 Vehicle Operating
Max
Positive M
Max
Negative M
Max
V
North Exterior Girder
Dead Load with 16" Pipe
Max
Negative M
HS20 Vehicle Inventory
South Exterior Girder
Max
Positive M
Max
Negative M
Max
V
Interior Girder
Max
Positive M
Max
V
Max Moment and Shear
at Span All Span
Dead Load with 16" Pipe
Strength Level Demand Summary
North
Exterior Girder Negative Moment and Interior Girder
Shear
at Pier 2&8 Negative M
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #: 20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26
San Diego, CA 92101 Checked:
PRIMARY GIRDER LOAD RATING
Capacity Summary
Exterior Interior Exterior Interior
Kip-ft Kip-ft Kip-ft Kip-ft
-957.6 -1010.6 778.1 781.0
-759.6 -805.0 623.0 624.9
Kip Kip Kip Kip
170.0 177.4 132.4 138.4
182.3 187.5 143.4 149.1
196.2 200.0 152.4 158.3
196.2 198.9 152.0 157.2
194.2 197.3 152.6 158.3
RATING FACTOR
Per MBE Equation 6A.4.2.1-1
φc = 0.95 Condition Factor φc φs= 0.95
φs = 1 System Factor
C= φc φs Rn Factored Capacity
γ D= Factored Permanent Load ( Bridge Selfweight+All Utilities) γ (LL+IM)= Factored Live Load at Each Limit States
At Pier 2&8
Type 3 Vehicle
Type 3S2 Vehicle
Type 3-3 Vehicle
Span End
Negative Moment
Girder Moment Capacity
At Span 3-6
At Span 1,2,7,8
Mid-Span
Positive Moment
HS20 Vehicle Inventory
HS20 Vehicle Operating
Exterior
Girder
Interior
Girder
Pier 3-7 Pier 2&8
Exterior
Girder
Interior
Girder
Girder Shear Capacity
At Pier 3-7
γ
γ
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #: 20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26
San Diego, CA 92101 Checked:
PRIMARY GIRDER LOAD RATING
1.76 1.68 2.56 0.95 0.96 0.94 1.05 0.94 1.08
2.28 2.18 4.00 1.24 1.34 1.44 1.36 1.22 1.69
Type 3 Vehicle 3.56 3.79 8.07 1.78 2.08 2.20 2.14 2.10 2.97
3.83 3.34 8.12 1.90 1.87 2.33 2.30 2.11 3.26
4.26 3.03 8.73 2.17 1.78 2.64 2.59 1.85 3.53
2.99% 6.42% 4.20% 1.09% 1.56% 0.19% 2.75% 5.01% 3.81%
1.72 1.57 2.46 0.96 0.96 0.94 1.06 0.94 1.08
2.23 2.04 3.86 1.24 1.33 1.45 1.38 1.21 1.69
Type 3 Vehicle 3.48 3.55 7.80 1.79 2.09 2.20 2.17 2.10 2.96
3.74 3.21 7.87 1.91 1.88 2.33 2.33 2.11 3.25
4.17 2.84 8.46 2.17 1.76 2.64 2.63 1.85 3.51
5.13% 12.30% 8.02% 0.81% 2.32% 0.18% 1.41% 5.23% 4.21%
1.81 1.79 2.67 0.96 0.96 0.94 1.08 0.99 1.13
2.35 2.33 4.16 1.25 1.35 1.45 1.40 1.28 1.75
Type 3 Vehicle 3.67 4.05 8.36 1.80 2.09 2.20 2.20 2.21 3.06
3.95 3.53 8.36 1.92 1.88 2.34 2.36 2.22 3.37
4.39 3.24 9.00 2.19 1.81 2.64 2.67 1.95 3.64
2.99% 6.02% 4.20% 1.09% 0.63% 0.19% 2.75% 5.01% 3.81%
2.99% 6.42% 3.78% 1.09% 0.87% 0.18% 2.75% 5.01% 3.43%
Type 3 Vehicle 2.99% 6.42% 3.49% 1.09% 0.63% 0.16% 2.75% 5.01% 3.16%
2.99% 5.33% 2.96% 1.09% 0.63% 0.16% 2.75% 5.01% 3.17%
2.99% 6.42% 3.00% 1.09% 1.56% 0.16% 2.75% 5.01% 3.16%
HS20 Vehicle Inventory
HS20 Vehicle Operating
Type 3S2 Vehicle
Type 3-3 Vehicle
Rating Vehicle
Difference % V.S Existing
Type 3-3 Vehicle
HS20 Vehicle Operating
HS20 Vehicle Inventory
Difference % V.S Existing
Final Bridge with New 16" Water Pipe and 8" Sewer Pipe
End Span
Moment
Shear
V
Mid-Span
Moment
End Span
Moment
End Shear
V
Type 3S2 Vehicle
Mid-Span
Moment
End Span
Moment
End Shear
V
Mid-Span
Moment
End Span
Moment
South Exterior Girder
Rating Factor
North Exterior Girder
Mid-Span
Moment
South Exterior Girder
Mid-Span
Moment
End Span
Moment
End Shear
V
Mid-Span
Moment
End Span
Moment
Shear
V
Mid-Span
Moment
End Span
Moment
End Shear
V
Final Bridge with New 24" Water Pipe and 8" Sewer Pipe
Rating Vehicle
Rating Factor
North Exterior Girder Interior Girder South Exterior Girder Mid-Span
Moment
End Span
Moment
End Shear
V
Mid-Span
Moment
HS20 Vehicle Inventory
Mid-Span
Moment
End Span
Moment
End Shear
V
Mid-Span
Moment
End Span
Moment
Rating Factor
North Exterior Girder Interior Girder South Exterior Girder End Span
Moment
End Shear
V
Existing Bridge without New Utility
North Exterior Girder Interior Girder
HS20 Vehicle Operating
Type 3S2 Vehicle
Type 3-3 Vehicle
HS20 Vehicle Operating
Type 3S2 Vehicle
Type 3-3 Vehicle
Difference, New (16" Water Pipe+8" Sewer Pipe) vs Existing Bridge Rating Vehicle
Rating Vehicle
HS20 Vehicle Inventory
Shear
V
Mid-Span
Moment
End Span
Moment
End Shear
V
Interior Girder
Shear
V
Project: College Park Dr Bridge Load Rating Page:
Load Rating Project #: 20233246
770 First Ave, Suite 400 Designed: H Xu Date: Jun-26
San Diego, CA 92101 Checked:
PRIMARY GIRDER LOAD RATING
5.13% 11.92% 8.02% 0.81% 0.04% 0.18% 1.41% 5.23% 4.21%
5.13% 12.30% 7.22% 0.81% 1.64% 0.16% 1.41% 5.23% 3.79%
Type 3 Vehicle 5.13% 12.30% 6.67% 0.81% 0.17% 0.15% 1.41% 5.23% 3.49%
5.13% 9.03% 5.85% 0.81% 0.04% 0.15% 1.41% 5.23% 3.51%
5.13% 12.30% 5.93% 0.81% 2.32% 0.15% 1.41% 5.23% 3.49%
HS20 Vehicle Inventory
HS20 Vehicle Operating
Type 3S2 Vehicle
Type 3-3 Vehicle
Rating Vehicle
Difference, New (24" Water Pipe+8" Sewer Pipe) vs Existing Bridge North Exterior Girder Interior Girder South Exterior Girder Mid-Span
Moment
End Span
Moment
End Shear
V
Mid-Span
Moment
End Span
Moment
Shear
V
Mid-Span
Moment
End Span
Moment
End Shear
V
TABLE: Bridge Object Girder Forces
BridgeObj BridgeCut Station Span Girder GirderDist LocType OutputCaseCaseType P V2 V3 T M2 M3 GlobalX GlobalY GlobalZ Text Unitless ft Text Text ft Text Text Text Kip Kip Kip Kip-ft Kip-ft Kip-ft ft ft ft BOBJ1 1 0 Span 1 Left Exterior Girder 0 After Str I-DL Combination -0.255 -24.879 -2.613 -9.6962 4.0422 -3.7028 1.18E-15 1.75E+01 -0.7058BOBJ1 2 5 Span 1 Left Exterior Girder 5 Before Str I-DL Combination 1.33 -16.216 -3.972 -8.6608 15.4462 97.8984 5.00E+00 1.75E+01 -0.7058BOBJ1 3 5 Span 1 Left Exterior Girder 5 After Str I-DL Combination 2.905 -15.232 -3.442 -7.9859 10.4546 96.7701 5 17.5 -0.7058BOBJ1 4 13.4583 Span 1 Left Exterior Girder 13.4583 Before Str I-DL Combination 4.604 -0.149 -0.576 -1.65 22.6181 160.5754 13.4583 17.5 -0.7058BOBJ1 5 13.4583 Span 1 Left Exterior Girder 13.4583 After Str I-DL Combination 4.311 0.821 1.357 0.2652 23.6331 160.7883 13.4583 17.5 -0.7058BOBJ1 6 21.9167 Span 1 Left Exterior Girder 21.9167 Before Str I-DL Combination 1.168 15.851 4.849 7.0806 7.6267 92.5394 21.9167 17.5 -0.7058BOBJ1 7 21.9167 Span 1 Left Exterior Girder 21.9167 After Str I-DL Combination -1.43 16.836 6.3 8.5494 16.1599 94.4029 21.9167 17.5 -0.7058BOBJ1 8 30.375 Span 1 Left Exterior Girder 30.375 Before Str I-DL Combination -7.336 31.956 6.259 12.468 -19.7018 -107.69 30.375 17.5 -0.7058BOBJ1 9 30.375 Span 1 Left Exterior Girder 30.375 After Str I-DL Combination -9.647 32.945 3.346 10.5489 -12.5294 -106.031 30.375 17.5 -0.7058BOBJ1 10 35.375 Span 1 Left Exterior Girder 35.3766 Before Str I-DL Combination -10.971 41.999 -2.918 12.8213 -10.6221 -290.872 35.375 17.375 -0.8237BOBJ1 11 35.375 Span 2 Left Exterior Girder 0 After Str I-DL Combination -8.873 -38.012 3.554 -9.5931 -9.8535 -256.892 35.375 17.375 -0.8237BOBJ1 12 40.375 Span 2 Left Exterior Girder 5.0016 Before Str I-DL Combination -8.58 -28.978 -1.93 -7.2631 -13.3384 -90.9559 40.375 17.5 -0.7058BOBJ1 13 40.375 Span 2 Left Exterior Girder 5.0016 After Str I-DL Combination -7.163 -27.805 -4.38 -8.6623 -17.4439 -91.9729 40.375 17.5 -0.7058BOBJ1 14 48.2813 Span 2 Left Exterior Girder 12.9078 Before Str I-DL Combination -5.037 -14.152 -4.639 -5.1457 11.5369 72.3658 48.2813 17.5 -0.7058BOBJ1 15 48.2813 Span 2 Left Exterior Girder 12.9078 After Str I-DL Combination -3.169 -12.743 -3.187 -3.3858 5.5359 71.0298 48.2813 17.5 -0.7058BOBJ1 16 56.1875 Span 2 Left Exterior Girder 20.8141 Before Str I-DL Combination -2.108 0.889 -1.557 1.538 20.8106 117.1308 56.1875 17.5 -0.7058BOBJ1 17 56.1875 Span 2 Left Exterior Girder 20.8141 After Str I-DL Combination -2.854 2.72 3.435 0.2244 23.2907 117.6914 56.1875 17.5 -0.7058BOBJ1 18 64.0938 Span 2 Left Exterior Girder 28.7203 Before Str I-DL Combination -5.368 16.342 4.989 5.1218 -1.5734 44.1319 64.0938 17.5 -0.7058BOBJ1 19 64.0938 Span 2 Left Exterior Girder 28.7203 After Str I-DL Combination -8.509 17.73 6.226 6.7694 8.7411 46.3773 64.0938 17.5 -0.7058BOBJ1 20 72 Span 2 Left Exterior Girder 36.6266 Before Str I-DL Combination -11.593 31.354 5.366 9.9184 -27.1855 -145.455 72 17.5 -0.7058BOBJ1 21 72 Span 2 Left Exterior Girder 36.6266 After Str I-DL Combination -13.387 32.51 1.728 7.6595 -21.847 -144.166 72 17.5 -0.7058BOBJ1 22 77 Span 2 Left Exterior Girder 41.6281 Before Str I-DL Combination -13.821 41.53 -5.238 8.8951 -13.7449 -327.05 77 17.375 -0.8237BOBJ1 23 77 Span 3 Left Exterior Girder 0 After Str I-DL Combination -16.73 -46.146 5.053 -10.8052 -13.6561 -348.221 77 17.375 -0.8237BOBJ1 24 82 Span 3 Left Exterior Girder 5.0016 Before Str I-DL Combination -16.044 -37.113 -2.44 -9.3935 -20.0818 -142.807 82 17.5 -0.7058BOBJ1 25 82 Span 3 Left Exterior Girder 5.0016 After Str I-DL Combination -14.085 -36.052 -6.335 -11.9587 -25.8649 -144.211 82 17.5 -0.7058BOBJ1 26 92 Span 3 Left Exterior Girder 15.0016 Before Str I-DL Combination -7.667 -18.206 -6.768 -7.3927 22.1805 122.4693 92 17.5 -0.7058BOBJ1 27 92 Span 3 Left Exterior Girder 15.0016 After Str I-DL Combination -4.679 -17.043 -5.158 -5.5978 12.3736 120.3376 92 17.5 -0.7058BOBJ1 28 102 Span 3 Left Exterior Girder 25.0016 Before Str I-DL Combination -1.131 0.776 -2.073 1.7863 36.7424 199.1396 102 17.5 -0.7058BOBJ1 29 102 Span 3 Left Exterior Girder 25.0016 After Str I-DL Combination -1.549 1.887 3.362 -0.3424 38.099 199.4978 102 17.5 -0.7058BOBJ1 30 112 Span 3 Left Exterior Girder 35.0016 Before Str I-DL Combination -6.769 19.696 6.389 7.0234 6.8469 95.2889 112 17.5 -0.7058BOBJ1 31 112 Span 3 Left Exterior Girder 35.0016 After Str I-DL Combination -10.458 20.846 7.902 8.7658 19.0031 97.9317 112 17.5 -0.7058BOBJ1 32 122 Span 3 Left Exterior Girder 45.0016 Before Str I-DL Combination -17.773 38.655 6.695 12.8375 -33.9914 -194.344 122 17.5 -0.7058BOBJ1 33 122 Span 3 Left Exterior Girder 45.0016 After Str I-DL Combination -19.749 39.694 1.897 9.661 -28.2321 -192.923 122 17.5 -0.7058BOBJ1 34 127 Span 3 Left Exterior Girder 50.0031 Before Str I-DL Combination -20.264 48.725 -6.948 10.1765 -16.7724 -410.948 127 17.375 -0.8237BOBJ1 35 127 Span 4 Left Exterior Girder 0 After Str I-DL Combination -19.733 -47.464 6.892 -9.8437 -16.2105 -397.789 127 17.375 -0.8237 BOBJ1 36 132 Span 4 Left Exterior Girder 5.0016 Before Str I-DL Combination -19.407 -38.437 -1.555 -9.1895 -27.6857 -185.863 132 17.5 -0.7058 BOBJ1 37 132 Span 4 Left Exterior Girder 5.0016 After Str I-DL Combination -17.75 -37.397 -6.127 -12.2028 -32.3683 -187.051 132 17.5 -0.7058BOBJ1 38 142 Span 4 Left Exterior Girder 15.0016 Before Str I-DL Combination -11.306 -19.597 -7.271 -8.0461 17.592 93.2958 142 17.5 -0.7058BOBJ1 39 142 Span 4 Left Exterior Girder 15.0016 After Str I-DL Combination -8.021 -18.45 -5.775 -6.3054 6.8004 90.952 142 17.5 -0.7058BOBJ1 40 152 Span 4 Left Exterior Girder 25.0016 Before Str I-DL Combination -3.635 -0.649 -2.799 1.0263 35.0837 183.3192 152 17.5 -0.7058BOBJ1 41 152 Span 4 Left Exterior Girder 25.0016 After Str I-DL Combination -3.666 0.406 2.829 -0.8579 35.1961 183.3714 152 17.5 -0.7058BOBJ1 42 162 Span 4 Left Exterior Girder 35.0016 Before Str I-DL Combination -8.235 18.215 5.827 6.4666 7.2595 93.5097 162 17.5 -0.7058BOBJ1 43 162 Span 4 Left Exterior Girder 35.0016 After Str I-DL Combination -11.611 19.367 7.349 8.2069 18.375 95.9288 162 17.5 -0.7058BOBJ1 44 172 Span 4 Left Exterior Girder 45.0016 Before Str I-DL Combination -18.414 37.185 6.336 12.3992 -31.5836 -181.966 172 17.5 -0.7058BOBJ1 45 172 Span 4 Left Exterior Girder 45.0016 After Str I-DL Combination -20.273 38.228 1.844 9.4401 -26.1895 -180.63 172 17.5 -0.7058BOBJ1 46 177 Span 4 Left Exterior Girder 50.0031 Before Str I-DL Combination -20.753 47.259 -6.524 10.1706 -15.8567 -391.293 177 17.375 -0.8237
Total Dead Load with 16" Water Pipe
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Exterior Girder 35.0016 Before Str I-DL Combination -8.12 18.669 5.861 6.3713 6.3641 88.677 212 17.5 -0.7058BOBJ1 55 212 Span 5 Left Exterior Girder 35.0016 After Str I-DL Combination -11.424 19.814 7.353 8.1128 17.209 91.0447 212 17.5 -0.7058BOBJ1 56 222 Span 5 Left Exterior Girder 45.0016 Before Str I-DL Combination -17.926 37.612 6.148 12.2283 -33.0399 -191.433 222 17.5 -0.7058BOBJ1 57 222 Span 5 Left Exterior Girder 45.0016 After Str I-DL Combination -19.56 38.645 1.472 9.1613 -28.4468 -190.257 222 17.5 -0.7058BOBJ1 58 227 Span 5 Left Exterior Girder 50.0031 Before Str I-DL Combination -19.838 47.672 -7.157 9.6865 -16.2316 -403.247 227 17.375 -0.8237BOBJ1 59 227 Span 6 Left Exterior Girder 0 After Str I-DL Combination -20.065 -48.565 6.728 -10.3152 -16.79 -406.345 227 17.375 -0.8237BOBJ1 60 232 Span 6 Left Exterior Girder 5.0016 Before Str I-DL Combination -19.512 -39.534 -1.961 -9.6874 -27.6475 -189.123 232 17.5 -0.7058BOBJ1 61 232 Span 6 Left Exterior Girder 5.0016 After Str I-DL Combination -17.522 -38.49 -6.672 -12.8227 -33.4643 -190.549 232 17.5 -0.7058BOBJ1 62 242 Span 6 Left Exterior Girder 15.0016 Before Str I-DL Combination -10.263 -20.678 -7.835 -8.7217 19.3121 100.0831 242 17.5 -0.7058BOBJ1 63 242 Span 6 Left Exterior Girder 15.0016 After Str I-DL Combination -6.585 -19.526 -6.322 -6.9828 7.182 97.4583 242 17.5 -0.7058BOBJ1 64 252 Span 6 Left Exterior Girder 25.0016 Before Str I-DL Combination -1.439 -1.716 -3.301 0.3746 38.1208 199.9996 252 17.5 -0.7058BOBJ1 65 252 Span 6 Left Exterior Girder 25.0016 After Str I-DL Combination -1.046 -0.614 2.145 -1.7451 36.8204 199.6331 252 17.5 -0.7058BOBJ1 66 262 Span 6 Left Exterior Girder 35.0016 Before Str I-DL Combination -4.678 17.203 5.228 5.6476 12.1076 119.2654 262 17.5 -0.7058BOBJ1 67 262 Span 6 Left Exterior Girder 35.0016 After Str I-DL Combination -7.682 18.364 6.836 7.4478 21.9578 121.4184 262 17.5 -0.7058BOBJ1 68 272 Span 6 Left Exterior Girder 45.0016 Before Str I-DL Combination -14.175 36.208 6.368 11.9929 -26.2795 -146.785 272 17.5 -0.7058BOBJ1 69 272 Span 6 Left Exterior Girder 45.0016 After Str I-DL Combination -16.132 37.263 2.398 9.3935 -20.5116 -145.378 272 17.5 -0.7058BOBJ1 70 277 Span 6 Left Exterior Girder 50.0031 Before Str I-DL Combination -16.791 46.297 -5.23 10.7116 -13.5831 -351.556 277 17.375 -0.8237BOBJ1 71 277 Span 7 Left Exterior Girder 0 After Str I-DL Combination -13.485 -41.004 4.956 -9.0324 -13.646 -318.898 277 17.375 -0.8237BOBJ1 72 282 Span 7 Left Exterior Girder 5.0016 Before Str I-DL Combination -13.019 -31.982 -1.776 -7.6659 -21.0233 -138.631 282 17.5 -0.7058BOBJ1 73 282 Span 7 Left Exterior Girder 5.0016 After Str I-DL Combination -11.241 -30.824 -5.265 -9.8232 -26.3195 -139.908 282 17.5 -0.7058BOBJ1 74 289.9063 Span 7 Left Exterior Girder 12.9078 Before Str I-DL Combination -8.22 -17.196 -6.074 -6.6456 8.8036 47.7603 289.9063 17.5 -0.7058BOBJ1 75 289.9063 Span 7 Left Exterior Girder 12.9078 After Str I-DL Combination -5.158 -15.806 -4.826 -4.9972 -1.253 45.5719 289.9063 17.5 -0.7058BOBJ1 76 297.8125 Span 7 Left Exterior Girder 20.8141 Before Str I-DL Combination -2.731 -2.183 -3.273 -0.1047 22.6133 114.9495 297.8125 17.5 -0.7058BOBJ1 77 297.8125 Span 7 Left Exterior Girder 20.8141 After Str I-DL Combination -2.09 -0.363 1.754 -1.3614 20.4591 114.4535 297.8125 17.5 -0.7058BOBJ1 78 305.7188 Span 7 Left Exterior Girder 28.7203 Before Str I-DL Combination -3.259 13.266 3.363 3.5549 4.0662 64.2807 305.7188 17.5 -0.7058BOBJ1 79 305.7188 Span 7 Left Exterior Girder 28.7203 After Str I-DL Combination -5.201 14.669 4.759 5.2866 10.3042 65.6696 305.7188 17.5 -0.7058BOBJ1 80 313.625 Span 7 Left Exterior Girder 36.6266 Before Str I-DL Combination -7.331 28.315 4.356 8.7165 -19.0569 -102.729 313.625 17.5 -0.7058BOBJ1 81 313.625 Span 7 Left Exterior Girder 36.6266 After Str I-DL Combination -8.651 29.483 1.583 7.0987 -15.2961 -101.781 313.625 17.5 -0.7058BOBJ1 82 318.625 Span 7 Left Exterior Girder 41.6281 Before Str I-DL Combination -8.813 38.514 -4.298 9.1355 -9.4246 -270.332 318.625 17.375 -0.8237BOBJ1 83 318.625 Span 8 Left Exterior Girder 0 After Str I-DL Combination -10.195 -41.773 2.558 -12.9596 -10.9643 -281.12 318.625 17.375 -0.8237BOBJ1 84 323.625 Span 8 Left Exterior Girder 5.0016 Before Str I-DL Combination -8.861 -32.72 -3.468 -10.5052 -11.693 -97.3269 323.625 17.5 -0.7058BOBJ1 85 323.625 Span 8 Left Exterior Girder 5.0016 After Str I-DL Combination -6.588 -31.727 -6.212 -12.3169 -18.7279 -98.9552 323.625 17.5 -0.7058BOBJ1 86 332.0833 Span 8 Left Exterior Girder 13.4599 Before Str I-DL Combination -0.85 -16.601 -6.185 -8.3622 17.0357 101.2999 332.0833 17.5 -0.7058BOBJ1 87 332.0833 Span 8 Left Exterior Girder 13.4599 After Str I-DL Combination 1.666 -15.61 -4.725 -6.9068 8.7801 99.5018 332.0833 17.5 -0.7058BOBJ1 88 340.5417 Span 8 Left Exterior Girder 21.9182 Before Str I-DL Combination 4.608 -0.561 -1.23 -0.1594 24.4375 165.7853 340.5417 17.5 -0.7058BOBJ1 89 340.5417 Span 8 Left Exterior Girder 21.9182 After Str I-DL Combination 4.815 0.422 0.7 1.7031 23.7183 165.6416 340.5417 17.5 -0.7058BOBJ1 90 349 Span 8 Left Exterior Girder 30.3766 Before Str I-DL Combination 2.951 15.54 3.554 7.9043 11.151 99.5036 349 17.5 -0.7058BOBJ1 91 349 Span 8 Left Exterior Girder 30.3766 After Str I-DL Combination 1.349 16.536 4.109 8.5553 16.2235 100.6545 349 17.5 -0.7058BOBJ1 92 354 Span 8 Left Exterior Girder 35.3766 Before Str I-DL Combination -0.218 25.214 2.732 9.5261 4.0932 -2.5986 354 17.5 -0.7058BOBJ1 1 0 Span 1 Interior Girder 1 0 After Str I-DL Combination 0.399 -20.696 -2.099 -2.4489 -2.4462 8.5843 8.88E-16 1.05E+01 -0.8108BOBJ1 2 5 Span 1 Interior Girder 1 5 Before Str I-DL Combination -1.026 -13.314 -1.577 -2.0517 0.5574 94.6312 5 10.5 -0.8108BOBJ1 3 5 Span 1 Interior Girder 1 5 After Str I-DL Combination -2.733 -12.623 -1.025 -1.5566 -4.5599 95.8537 5 10.5 -0.8108
BOBJ1 4 13.4583 Span 1 Interior Girder 1 13.4583 Before Str I-DL Combination -5.486 0.322 0.9 0.5624 -5.9761 149.8891 13.4583 10.5 -0.8108 BOBJ1 5 13.4583 Span 1 Interior Girder 1 13.4583 After Str I-DL Combination -6.126 1.143 2.212 1.9264 -1.6915 150.3436 13.4583 10.5 -0.8108BOBJ1 6 21.9167 Span 1 Interior Girder 1 21.9167 Before Str I-DL Combination -5.599 14.194 4.365 4.2985 -9.7037 85.1058 21.9167 10.5 -0.8108BOBJ1 7 21.9167 Span 1 Interior Girder 1 21.9167 After Str I-DL Combination -4.532 15.026 4.92 4.9616 4.7901 84.3378 21.9167 10.5 -0.8108BOBJ1 8 30.375 Span 1 Interior Girder 1 30.375 Before Str I-DL Combination -1.579 28.026 4.134 4.6255 -3.2181 -99.8698 30.375 10.5 -0.8108BOBJ1 9 30.375 Span 1 Interior Girder 1 30.375 After Str I-DL Combination -0.497 28.759 3.325 3.942 9.2751 -100.649 30.375 10.5 -0.8108BOBJ1 10 35.375 Span 1 Interior Girder 1 35.375 Before Str I-DL Combination -0.092 36.836 2.933 3.8616 1.4693 -264.344 35.375 10.5 -0.9268BOBJ1 11 35.375 Span 2 Interior Girder 1 0 After Str I-DL Combination -1.535 -34.359 0.28 -1.0364 5.4611 -242.595 35.375 10.5 -0.9268BOBJ1 12 40.375 Span 2 Interior Girder 1 5 Before Str I-DL Combination -1.879 -26.27 -0.233 -1.4952 4.4421 -91.5273 40.375 10.5 -0.8108BOBJ1 13 40.375 Span 2 Interior Girder 1 5 After Str I-DL Combination -3.055 -25.375 -1.214 -2.2212 -1.4438 -90.6832 40.375 10.5 -0.8108BOBJ1 14 48.2813 Span 2 Interior Girder 1 12.9063 Before Str I-DL Combination -4.753 -13.624 -1.937 -2.585 2.0204 64.6967 48.2813 10.5 -0.8108BOBJ1 15 48.2813 Span 2 Interior Girder 1 12.9063 After Str I-DL Combination -6.169 -12.517 -1.416 -2.0719 -6.1272 65.7074 48.2813 10.5 -0.8108BOBJ1 16 56.1875 Span 2 Interior Girder 1 20.8125 Before Str I-DL Combination -7.185 -0.768 -0.121 -0.9195 -3.9377 118.9484 56.1875 10.5 -0.8108BOBJ1 17 56.1875 Span 2 Interior Girder 1 20.8125 After Str I-DL Combination -7.208 4.321 2.826 3.0085 1.3554 118.9616 56.1875 10.5 -0.8108BOBJ1 18 64.0938 Span 2 Interior Girder 1 28.7188 Before Str I-DL Combination -6.253 16.082 3.955 4.066 -11.1891 37.6269 64.0938 10.5 -0.8108BOBJ1 19 64.0938 Span 2 Interior Girder 1 28.7188 After Str I-DL Combination -4.971 17.216 4.092 4.35 6.3239 36.7115 64.0938 10.5 -0.8108BOBJ1 20 72 Span 2 Interior Girder 1 36.625 Before Str I-DL Combination -3.537 29.008 2.747 3.5972 -4.0821 -147.044 72 10.5 -0.8108BOBJ1 21 72 Span 2 Interior Girder 1 36.625 After Str I-DL Combination -2.739 29.934 1.21 2.4919 5.7654 -147.62 72 10.5 -0.8108BOBJ1 22 77 Span 2 Interior Girder 1 41.625 Before Str I-DL Combination -2.759 38.038 0.415 1.9362 4.8316 -316.642 77 10.5 -0.9268BOBJ1 23 77 Span 3 Interior Girder 1 0 After Str I-DL Combination -2.848 -41.921 -0.435 -2.1674 4.9859 -331.138 77 10.5 -0.9268BOBJ1 24 82 Span 3 Interior Girder 1 5 Before Str I-DL Combination -3.285 -33.834 -1.276 -2.7706 5.9768 -142.34 82 10.5 -0.8108BOBJ1 25 82 Span 3 Interior Girder 1 5 After Str I-DL Combination -4.63 -33.019 -2.776 -3.8609 -3.1376 -141.376 82 10.5 -0.8108BOBJ1 26 92 Span 3 Interior Girder 1 15 Before Str I-DL Combination -8.691 -17.658 -4.514 -4.7789 3.9973 114.9241 92 10.5 -0.8108BOBJ1 27 92 Span 3 Interior Girder 1 15 After Str I-DL Combination -10.302 -16.701 -3.97 -4.136 -11.2995 116.0698 92 10.5 -0.8108BOBJ1 28 102 Span 3 Interior Girder 1 25 Before Str I-DL Combination -12.219 -1.371 -1.084 -1.6012 -3.5472 207.7934 102 10.5 -0.8108BOBJ1 29 102 Span 3 Interior Girder 1 25 After Str I-DL Combination -12.234 3.962 2.887 3.2495 -0.5706 207.8146 102 10.5 -0.8108BOBJ1 30 112 Span 3 Interior Girder 1 35 Before Str I-DL Combination -10.337 19.311 5.6 5.6512 -13.9212 90.1323 112 10.5 -0.8108BOBJ1 31 112 Span 3 Interior Girder 1 35 After Str I-DL Combination -8.792 20.288 5.913 6.1354 6.5107 89.0228 112 10.5 -0.8108BOBJ1 32 122 Span 3 Interior Girder 1 45 Before Str I-DL Combination -5.029 35.708 3.324 4.6417 -3.3193 -193.63 122 10.5 -0.8108BOBJ1 33 122 Span 3 Interior Girder 1 45 After Str I-DL Combination -4 36.555 1.366 3.2494 7.0213 -194.373 122 10.5 -0.8108BOBJ1 34 127 Span 3 Interior Girder 1 50 Before Str I-DL Combination -3.944 44.652 0.29 2.4532 6.3009 -396.4 127 10.5 -0.9268BOBJ1 35 127 Span 4 Interior Girder 1 0 After Str I-DL Combination -4.121 -43.463 0.497 -1.7168 7.2439 -383.703 127 10.5 -0.9268BOBJ1 36 132 Span 4 Interior Girder 1 5 Before Str I-DL Combination -4.28 -35.364 -0.566 -2.5735 5.6721 -187.572 132 10.5 -0.8108BOBJ1 37 132 Span 4 Interior Girder 1 5 After Str I-DL Combination -5.358 -34.521 -2.464 -3.9029 -2.2635 -186.798 132 10.5 -0.8108BOBJ1 38 142 Span 4 Interior Girder 1 15 Before Str I-DL Combination -9.121 -19.096 -5.007 -5.3049 4.7188 83.9771 142 10.5 -0.8108BOBJ1 39 142 Span 4 Interior Girder 1 15 After Str I-DL Combination -10.733 -18.119 -4.686 -4.785 -12.647 85.124 142 10.5 -0.8108BOBJ1 40 152 Span 4 Interior Girder 1 25 Before Str I-DL Combination -12.757 -2.772 -2 -2.3373 -2.1281 191.0029 152 10.5 -0.8108BOBJ1 41 152 Span 4 Interior Girder 1 25 After Str I-DL Combination -12.839 2.495 2.303 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5.387 -37.485 7.418 12.2296 38.9691 -179.772 182 -17.5 -1.2308BOBJ1 50 192 Span 5 Right Exterior Girder 15.0016 Before Str I-DL Combination 12.14 -20.072 7.83 9.571 -18.9548 103.1676 192 -17.5 -1.2308BOBJ1 51 192 Span 5 Right Exterior Girder 15.0016 After Str I-DL Combination 15.477 -17.845 6.287 5.5617 -7.9056 100.7816 192 -17.5 -1.2308BOBJ1 52 202 Span 5 Right Exterior Girder 25.0016 Before Str I-DL Combination 19.94 -0.459 2.998 -0.0688 -39.0575 189.136 202 -17.5 -1.2308BOBJ1 53 202 Span 5 Right Exterior Girder 25.0016 After Str I-DL Combination 19.808 1.336 -3.426 -0.4157 -39.4911 189.264 202 -17.5 -1.2308BOBJ1 54 212 Span 5 Right Exterior Girder 35.0016 Before Str I-DL Combination 14.835 18.719 -6.683 -6.0246 -5.9367 92.5174 212 -17.5 -1.2308BOBJ1 55 212 Span 5 Right Exterior Girder 35.0016 After Str I-DL Combination 11.288 20.942 -8.188 -10.008 -17.6945 95.0536 212 -17.5 -1.2308BOBJ1 56 222 Span 5 Right Exterior Girder 45.0016 Before Str I-DL Combination 4.302 38.342 -7.542 -12.5154 42.0259 -196.354 222 -17.5 -1.2308BOBJ1 57 222 Span 5 Right Exterior Girder 45.0016 After Str I-DL Combination 2.526 40.234 -2.615 -11.1204 36.9072 -195.075 222 -17.5 -1.2308BOBJ1 58 227 Span 5 Right Exterior Girder 50.0031 Before Str I-DL Combination 2.11 48.919 6.324 -9.8897 26.333 -417.6 227 -17.375 -1.3449BOBJ1 59 227 Span 6 Right Exterior Girder 0 After Str I-DL Combination 2.197 -49.408 -6.239 9.809 26.0558 -414.533 227 -17.375 -1.3449BOBJ1 60 232 Span 6 Right Exterior Girder 5.0016 Before Str I-DL Combination 2.534 -40.927 2.625 10.9984 36.0772 -188.987 232 -17.5 -1.2308BOBJ1 61 232 Span 6 Right Exterior Girder 5.0016 After Str I-DL Combination 4.194 -38.836 7.503 12.2479 40.7666 -190.184 232 -17.5 -1.2308BOBJ1 62 242 Span 6 Right Exterior Girder 15.0016 Before Str I-DL Combination 10.862 -21.446 8.117 9.6602 -19.5737 106.4494 242 -17.5 -1.2308BOBJ1 63 242 Span 6 Right Exterior Girder 15.0016 After Str I-DL Combination 14.218 -19.228 6.58 5.6246 -8.5095 104.0497 242 -17.5 -1.2308BOBJ1 64 252 Span 6 Right Exterior Girder 25.0016 Before Str I-DL Combination 18.707 -1.848 3.21 -0.1116 -42.2282 206.2463 252 -17.5 -1.2308BOBJ1 65 252 Span 6 Right Exterior Girder 25.0016 After Str I-DL Combination 18.687 0.076 -2.876 -0.0998 -42.3761 206.4033 252 -17.5 -1.2308BOBJ1 66 262 Span 6 Right Exterior Girder 35.0016 Before Str I-DL Combination 14.051 17.482 -6.276 -5.7538 -12.51 121.9128 262 -17.5 -1.2308BOBJ1 67 262 Span 6 Right Exterior Girder 35.0016 After Str I-DL Combination 10.556 19.722 -7.888 -9.7641 -24.1358 124.4119 262 -17.5 -1.2308BOBJ1 68 272 Span 6 Right Exterior Girder 45.0016 Before Str I-DL Combination 3.105 37.17 -8.015 -12.6819 34.2139 -154.7 272 -17.5 -1.2308BOBJ1 69 272 Span 6 Right Exterior Girder 45.0016 After Str I-DL Combination 0.755 39.084 -3.814 -11.7541 27.0417 -153.012 272 -17.5 -1.2308BOBJ1 70 277 Span 6 Right Exterior Girder 50.0031 Before Str I-DL Combination -0.249 47.777 4.134 -11.3707 23.0076 -369.112 277 -17.375 -1.3449BOBJ1 71 277 Span 7 Right Exterior Girder 0 After Str I-DL Combination 3.441 -41.53 -4.83 8.1898 20.1533 -323.979 277 -17.375 -1.3449BOBJ1 72 282 Span 7 Right Exterior Girder 5.0016 Before Str I-DL Combination 3.501 -33.059 1.916 8.5757 27.532 -137.452 282 -17.5 -1.2308BOBJ1 73 282 Span 7 Right Exterior Girder 5.0016 After Str I-DL Combination 4.677 -30.754 5.53 8.6055 30.7442 -138.301 282 -17.5 -1.2308BOBJ1 74 289.9063 Span 7 Right Exterior Girder 12.9078 Before Str I-DL Combination 7.036 -17.863 6.018 7.6603 -7.4863 52.2027 289.9063 -17.5 -1.2308BOBJ1 75 289.9063 Span 7 Right Exterior Girder 12.9078 After Str I-DL Combination 9.464 -15.205 4.77 3.3077 0.4029 50.4669 289.9063 -17.5 -1.2308BOBJ1 76 297.8125 Span 7 Right Exterior Girder 20.8141 Before Str I-DL Combination 11.261 -2.325 2.962 0.6825 -24.1832 118.4824 297.8125 -17.5 -1.2308
BOBJ1 77 297.8125 Span 7 Right Exterior Girder 20.8141 After Str I-DL Combination 11.094 0.451 -2.802 -0.8554 -24.853 118.7111 297.8125 -17.5 -1.2308 BOBJ1 78 305.7188 Span 7 Right Exterior Girder 28.7203 Before Str I-DL Combination 8.926 13.346 -4.658 -3.4582 -2.7336 65.7185 305.7188 -17.5 -1.2308BOBJ1 79 305.7188 Span 7 Right Exterior Girder 28.7203 After Str I-DL Combination 6.016 16.028 -6.064 -7.8389 -12.4014 67.799 305.7188 -17.5 -1.2308BOBJ1 80 313.625 Span 7 Right Exterior Girder 36.6266 Before Str I-DL Combination 2.908 28.95 -6.054 -9.0136 25.3593 -107.78 313.625 -17.5 -1.2308BOBJ1 81 313.625 Span 7 Right Exterior Girder 36.6266 After Str I-DL Combination 0.806 31.075 -3.138 -9.3525 18.8347 -106.271 313.625 -17.5 -1.2308BOBJ1 82 318.625 Span 7 Right Exterior Girder 41.6281 Before Str I-DL Combination 0.07 39.767 2.846 -9.8897 17.268 -282.554 318.625 -17.375 -1.3449BOBJ1 83 318.625 Span 8 Right Exterior Girder 0 After Str I-DL Combination -0.585 -42.137 -2.394 11.8535 16.2853 -279.672 318.625 -17.375 -1.3449BOBJ1 84 323.625 Span 8 Right Exterior Girder 5.0016 Before Str I-DL Combination 0.152 -33.642 3.454 11.0043 15.7299 -91.1189 323.625 -17.5 -1.2308BOBJ1 85 323.625 Span 8 Right Exterior Girder 5.0016 After Str I-DL Combination 1.695 -31.7 6.172 10.9156 20.2327 -92.2291 323.625 -17.5 -1.2308BOBJ1 86 332.0833 Span 8 Right Exterior Girder 13.4599 Before Str I-DL Combination 5.897 -16.953 5.698 8.1722 -18.6004 110.4919 332.0833 -17.5 -1.2308BOBJ1 87 332.0833 Span 8 Right Exterior Girder 13.4599 After Str I-DL Combination 7.627 -15.081 4.194 4.6849 -13.0659 109.2533 332.0833 -17.5 -1.2308BOBJ1 88 340.5417 Span 8 Right Exterior Girder 21.9182 Before Str I-DL Combination 8.92 -0.428 0.173 -0.9534 -27.7328 173.9165 340.5417 -17.5 -1.2308BOBJ1 89 340.5417 Span 8 Right Exterior Girder 21.9182 After Str I-DL Combination 8.246 1.44 -1.812 -4.8382 -30.1029 174.3994 340.5417 -17.5 -1.2308BOBJ1 90 349 Span 8 Right Exterior Girder 30.3766 Before Str I-DL Combination 4.579 16.192 -5.122 -9.7804 -12.5005 102.4941 349 -17.5 -1.2308BOBJ1 91 349 Span 8 Right Exterior Girder 30.3766 After Str I-DL Combination 2.148 18.05 -5.566 -12.1261 -20.5125 104.2395 349 -17.5 -1.2308BOBJ1 92 354 Span 8 Right Exterior Girder 35.3766 Before Str I-DL Combination -0.106 26.283 -4.169 -11.4522 -3.6091 -4.979 354 -17.5 -1.2308
Max Postive M Max Negative M Max V range
Kip-ft Kip-ft Kip
200.00 -410.95 48.73 4 95208.37 -396.40 44.65 96 187198.83 -385.79 43.84 188 279198.32 -381.26 43.57 280 371211.59 -400.01 44.92 372 463206.40 -418.84 49.57 464 555 All Dead Load, Concrete+UtilityOffset 0.75 ft
Row Row+/-1 Location 1 Location 2 M max M near M target 37 36 127 122 -410.95 -192.92 -378.24
129 128 127 122 -396.40 -194.37 -366.10221 220 127 122 -385.79 -187.24 -356.01337 336 227 222 -381.26 -186.85 -352.10405 404 127 122 -400.01 -195.10 -369.27497 496 127 122 -418.84 -193.03 -384.97 Offset 3 ft
Row Row+/-1 Location 1 Location 2 V max V near V target 37 36 127 122 48.73 39.69 43.31
129 128 127 122 44.65 36.56 39.79221 220 127 122 43.84 35.69 38.95338 339 227 232 -43.57 -35.44 38.69405 404 127 122 44.92 36.81 40.05497 496 127 122 49.57 40.89 44.36 Kip-ft Kip-ft Kip Kip-ft Kip-ft Kip Kip-ft Kip-ft Kip
200.0 -378.2 43.3 211.6 -369.3 40.1 206.4 -385.0 44.4
Reduced at face of pier for moment and 3ft away for shear Find Negative Moment @9" away
Find End Shear @36" away
North Exterior Girder
Interior Girder 1Interior Girder 2Interior Girder 3Interior Girder 1Interior Girder 2 South Exterior Girder
Max
Postive M
Max
Negative
Max
V
Max
Postive M
Max
Negative M
Max
V
Max
Postive M
Max
Negative
Max
V
North Exterior Girder Interior Girder
Interior Girder 4
South Exterior Girder
Span 2-7
Interior Girder 4
South Exterior Girder
Interior Girder 3
North Exterior Girder
Interior Girder 1Interior Girder 2Interior Girder 3Interior Girder 4 South Exterior Girder
North Exterior Girder
Max Postive M Max Negative M Max V range1 range2
Kip-ft Kip-ft Kip
165.79 -290.87 42.00 4 13 86 95156.93 -264.34 36.84 96 105 178 187154.05 -254.71 36.34 188 197 270 279155.22 -250.57 36.46 280 289 362 371160.23 -258.25 36.55 372 381 454 463174.40 -288.65 42.36 464 473 546 555 Offset 0.75 ft
Row Row-1 Location 1 Location 2 M max M near M target
13 12 35.375 30.375 -290.87 -106.03 -263.15
105 104 35.375 30.375 -264.34 -100.65 -239.79197 196 35.375 30.375 -254.71 -94.43 -230.67289 288 35.375 30.375 -250.57 -91.53 -226.72381 380 35.375 30.375 -258.25 -95.68 -233.86473 472 35.375 30.375 -288.65 -99.79 -260.32 Offset 3 ft
Row Row+/-1 Location 1 Location 2 V max V near V target 13 12 35.375 30.375 42.00 32.95 36.57
105 104 35.375 30.375 36.84 28.76 31.99270 271 318.625 323.625 -36.34 -28.22 31.46362 363 318.625 323.625 -36.46 -28.31 31.57454 455 318.625 323.625 -36.55 -28.49 31.72473 472 35.375 30.375 42.36 33.66 37.14 Kip-ft Kip Kip-ft Kip Kip-ft Kip
-263.1 36.6 -239.8 32.0 -260.3 37.1
Reduced at face of pier for moment and 3ft away for shear Negative
M
Moment& Shear
at Span 1&8
Find End Shear @36" away
North Exterior Girder
Interior Girder 1Interior Girder 2Interior Girder 3Interior Girder 4 South Exterior Girder
Shear
V Negative M Shear
V Negative M Shear
V
Interior Girder
Find Negative Moment @9" away
North Exterior Girder
Interior Girder 1Interior Girder 2Interior Girder 3Interior Girder 4 South Exterior Girder
South
Exterior Girder
Interior Girder 2Interior Girder 3Interior Girder 4
South Exterior Girder
North
Exterior Girder
Span 1&8
North Exterior Girder
Interior Girder 1
TABLE: Bridge Object Girder Forces
BridgeObj BridgeCut Station Span Girder GirderDist LocType OutputCase CaseType P V2 V3 T M2 M3 GlobalX GlobalY GlobalZ Text Unitless ft Text Text ft Text Text Text Kip Kip Kip Kip-ft Kip-ft Kip-ft ft ft ft BOBJ1 1 0 Span 1 Left Exterior Girder 0 After Str I-DL 24 Combination -0.503 -28.518 -2.428 -17.911 5.8424 -9.9225 1.18E-15 1.75E+01 -0.7058BOBJ1 2 5 Span 1 Left Exterior Girder 5 Before Str I-DL 24 Combination 1.859 -18.782 -4.728 -15.1712 15.9898 106.6351 5.00E+00 1.75E+01 -0.7058BOBJ1 3 5 Span 1 Left Exterior Girder 5 After Str I-DL 24 Combination 4.19 -17.77 -4.553 -15.0077 8.4106 104.9649 5 17.5 -0.7058BOBJ1 4 13.4583 Span 1 Left Exterior Girder 13.4583 Before Str I-DL 24 Combination 7.474 -0.927 -1.543 -4.7525 24.187 181.6378 13.4583 17.5 -0.7058BOBJ1 5 13.4583 Span 1 Left Exterior Girder 13.4583 After Str I-DL 24 Combination 7.806 0.02 0.67 -2.86 23.0305 181.4055 13.4583 17.5 -0.7058BOBJ1 6 21.9167 Span 1 Left Exterior Girder 21.9167 Before Str I-DL 24 Combination 5.348 16.778 4.664 8.1278 8.2812 112.1479 21.9167 17.5 -0.7058BOBJ1 7 21.9167 Span 1 Left Exterior Girder 21.9167 After Str I-DL 24 Combination 2.841 17.763 6.312 9.4513 16.4707 113.9498 21.9167 17.5 -0.7058BOBJ1 8 30.375 Span 1 Left Exterior Girder 30.375 Before Str I-DL 24 Combination -3.146 34.72 6.16 16.9047 -19.0699 -103.661 30.375 17.5 -0.7058BOBJ1 9 30.375 Span 1 Left Exterior Girder 30.375 After Str I-DL 24 Combination -5.524 35.661 3.043 14.4841 -11.7144 -101.951 30.375 17.5 -0.7058BOBJ1 10 35.375 Span 1 Left Exterior Girder 35.3766 Before Str I-DL 24 Combination -6.887 45.906 -3.545 19.2984 -6.9429 -303.792 35.375 17.375 -0.8237BOBJ1 11 35.375 Span 2 Left Exterior Girder 0 After Str I-DL 24 Combination -4.998 -42.31 4.635 -15.082 -6.6879 -289.068 35.375 17.375 -0.8237BOBJ1 12 40.375 Span 2 Left Exterior Girder 5.0016 Before Str I-DL 24 Combination -4.507 -32.288 -1.681 -10.6513 -14.7648 -103.808 40.375 17.5 -0.7058BOBJ1 13 40.375 Span 2 Left Exterior Girder 5.0016 After Str I-DL 24 Combination -2.64 -30.945 -4.744 -12.7998 -20.4012 -105.151 40.375 17.5 -0.7058BOBJ1 14 48.2813 Span 2 Left Exterior Girder 12.9078 Before Str I-DL 24 Combination 0.147 -15.576 -5.292 -5.9078 10.3321 76.7592 48.2813 17.5 -0.7058BOBJ1 15 48.2813 Span 2 Left Exterior Girder 12.9078 After Str I-DL 24 Combination 2.738 -14.128 -4.073 -4.6684 1.8444 74.9056 48.2813 17.5 -0.7058BOBJ1 16 56.1875 Span 2 Left Exterior Girder 20.8141 Before Str I-DL 24 Combination 4.54 1.159 -3.237 3.5274 24.7031 124.8858 56.1875 17.5 -0.7058BOBJ1 17 56.1875 Span 2 Left Exterior Girder 20.8141 After Str I-DL 24 Combination 3.929 2.29 4.844 -1.4723 26.7166 125.4629 56.1875 17.5 -0.7058BOBJ1 18 64.0938 Span 2 Left Exterior Girder 28.7203 Before Str I-DL 24 Combination 0.921 17.576 5.614 6.6752 -4.4865 49.0792 64.0938 17.5 -0.7058BOBJ1 19 64.0938 Span 2 Left Exterior Girder 28.7203 After Str I-DL 24 Combination -2.708 19.016 6.65 7.7807 7.5039 51.6755 64.0938 17.5 -0.7058BOBJ1 20 72 Span 2 Left Exterior Girder 36.6266 Before Str I-DL 24 Combination -6.24 34.37 5.563 14.3005 -29.3585 -156.84 72 17.5 -0.7058BOBJ1 21 72 Span 2 Left Exterior Girder 36.6266 After Str I-DL 24 Combination -8.374 35.503 1.503 11.2966 -22.876 -155.305 72 17.5 -0.7058BOBJ1 22 77 Span 2 Left Exterior Girder 41.6281 Before Str I-DL 24 Combination -9.034 45.716 -6.069 14.9025 -10.792 -356.529 77 17.375 -0.8237BOBJ1 23 77 Span 3 Left Exterior Girder 0 After Str I-DL 24 Combination -12.84 -51.06 6.278 -17.4615 -10.0162 -387.678 77 17.375 -0.8237BOBJ1 24 82 Span 3 Left Exterior Girder 5.0016 Before Str I-DL 24 Combination -12.008 -41.029 -2.041 -13.9134 -21.515 -159.846 82 17.5 -0.7058BOBJ1 25 82 Span 3 Left Exterior Girder 5.0016 After Str I-DL 24 Combination -9.826 -39.789 -6.479 -17.2274 -28.0121 -161.411 82 17.5 -0.7058BOBJ1 26 92 Span 3 Left Exterior Girder 15.0016 Before Str I-DL 24 Combination -2.802 -19.711 -7.185 -8.7521 21.2722 130.9962 92 17.5 -0.7058BOBJ1 27 92 Span 3 Left Exterior Girder 15.0016 After Str I-DL 24 Combination 0.479 -18.522 -5.535 -7.2762 10.4811 128.6584 92 17.5 -0.7058BOBJ1 28 102 Span 3 Left Exterior Girder 25.0016 Before Str I-DL 24 Combination 4.678 1.39 -3.81 3.8097 42.1905 211.2956 102 17.5 -0.7058BOBJ1 29 102 Span 3 Left Exterior Girder 25.0016 After Str I-DL 24 Combination 3.932 1.338 5.767 -1.9846 44.6947 211.8563 102 17.5 -0.7058BOBJ1 30 112 Span 3 Left Exterior Girder 35.0016 Before Str I-DL 24 Combination -3.284 21.242 7.458 9.0988 4.0891 104.1086 112 17.5 -0.7058BOBJ1 31 112 Span 3 Left Exterior Girder 35.0016 After Str I-DL 24 Combination -7.943 22.419 9.033 10.5328 19.5975 107.4497 112 17.5 -0.7058BOBJ1 32 122 Span 3 Left Exterior Girder 45.0016 Before Str I-DL 24 Combination -17.333 42.468 7.67 18.575 -37.0907 -210.23 122 17.5 -0.7058BOBJ1 33 122 Span 3 Left Exterior Girder 45.0016 After Str I-DL 24 Combination -20.241 43.486 2.501 14.6722 -28.1364 -208.137 122 17.5 -0.7058BOBJ1 34 127 Span 3 Left Exterior Girder 50.0031 Before Str I-DL 24 Combination -21.407 53.72 -6.967 17.6992 -16.057 -447.527 127 17.375 -0.8237BOBJ1 35 127 Span 4 Left Exterior Girder 0 After Str I-DL 24 Combination -21 -52.658 6.924 -17.4257 -15.7519 -439.325 127 17.375 -0.8237 BOBJ1 36 132 Span 4 Left Exterior Girder 5.0016 Before Str I-DL 24 Combination -19.922 -42.629 -2.28 -14.4321 -27.9601 -204.621 132 17.5 -0.7058 BOBJ1 37 132 Span 4 Left Exterior Girder 5.0016 After Str I-DL 24 Combination -17.17 -41.404 -7.313 -18.1572 -36.4024 -206.594 132 17.5 -0.7058BOBJ1 38 142 Span 4 Left Exterior Girder 15.0016 Before Str I-DL 24 Combination -8.266 -21.366 -8.62 -10.0367 18.1459 100.8315 142 17.5 -0.7058BOBJ1 39 142 Span 4 Left Exterior Girder 15.0016 After Str I-DL 24 Combination -3.804 -20.193 -7.061 -8.6058 3.2752 97.6489 142 17.5 -0.7058BOBJ1 40 152 Span 4 Left Exterior Girder 25.0016 Before Str I-DL 24 Combination 2.962 -0.297 -5.425 2.438 41.8335 195.2439 152 17.5 -0.7058BOBJ1 41 152 Span 4 Left Exterior Girder 25.0016 After Str I-DL 24 Combination 3.456 -0.406 4.361 -3.1024 40.1067 194.9147 152 17.5 -0.7058BOBJ1 42 162 Span 4 Left Exterior Girder 35.0016 Before Str I-DL 24 Combination -1.391 19.496 5.989 7.9203 5.6977 102.9296 162 17.5 -0.7058BOBJ1 43 162 Span 4 Left Exterior Girder 35.0016 After Str I-DL 24 Combination -4.851 20.673 7.545 9.3406 17.0688 105.414 162 17.5 -0.7058BOBJ1 44 172 Span 4 Left Exterior Girder 45.0016 Before Str I-DL 24 Combination -11.845 40.725 6.241 17.4293 -33.2127 -196.534 172 17.5 -0.7058BOBJ1 45 172 Span 4 Left Exterior Girder 45.0016 After Str I-DL 24 Combination -13.74 41.741 1.266 13.6859 -27.7545 -195.167 172 17.5 -0.7058BOBJ1 46 177 Span 4 Left Exterior Girder 50.0031 Before Str I-DL 24 Combination -14.227 51.971 -7.844 16.6712 -11.8771 -427.144 177 17.375 -0.8237BOBJ1 47 177 Span 5 Left Exterior Girder 0 After Str I-DL 24 Combination -14.543 -52.114 7.091 -17.1889 -13.1301 -427.494 177 17.375 -0.8237
Total Dead Load with 24" Water Pipe
BOBJ1 48 182 Span 5 Left Exterior Girder 5.0016 Before Str I-DL 24 Combination -13.565 -42.084 -1.999 -14.1915 -26.9715 -194.691 182 17.5 -0.7058 BOBJ1 49 182 Span 5 Left Exterior Girder 5.0016 After Str I-DL 24 Combination -11.031 -40.854 -6.97 -17.88 -34.671 -196.509 182 17.5 -0.7058BOBJ1 50 192 Span 5 Left Exterior Girder 15.0016 Before Str I-DL 24 Combination -2.712 -20.802 -8.197 -9.7394 18.0047 105.7589 192 17.5 -0.7058BOBJ1 51 192 Span 5 Left Exterior Girder 15.0016 After Str I-DL 24 Combination 1.423 -19.623 -6.626 -8.3122 4.2617 102.8106 192 17.5 -0.7058BOBJ1 52 202 Span 5 Left Exterior Girder 25.0016 Before Str I-DL 24 Combination 7.509 0.278 -5.003 2.7068 40.8543 195.162 202 17.5 -0.7058BOBJ1 53 202 Span 5 Left Exterior Girder 25.0016 After Str I-DL 24 Combination 7.653 0.167 4.827 -2.8291 40.3137 195.0399 202 17.5 -0.7058BOBJ1 54 212 Span 5 Left Exterior Girder 35.0016 Before Str I-DL 24 Combination 2.109 20.063 6.428 8.1932 3.795 97.8483 212 17.5 -0.7058BOBJ1 55 212 Span 5 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