Welcome to California California Home
Welcome to California - images of Golden Gate Bridge, ocean sunset, waterfall, flowers, and city skyline
Inquiries for Project 04-0120L4

Caltrans > Dist4 Internet > Dist4 Construction > Contract Inquiries > EA 04-0120L4 Inquiries

CONTRACTOR'S INQUIRY RESPONSES

June 1, 2007

CONTRACT NO. 04-0120L4
CONSTRUCT WB BRIDGE AND ROADWAY, EB
County Route: ALA-80-1/1.7

 

The responses to contractors' inquiries, unless incorporated into a formal addenda to the contract, are not a part of the contract and are provided for the contractor's convenience only. In some instances, the question and answer may represent a summary of the matters discussed rather than a word-for-word recitation. The responses may be considered along with all other information furnished to prospective bidders for the purpose of bidding on the project. The availability or use of information provided in the responses to contractors' inquiries is not to be construed in any way as a waiver of the provisions of section 2-1.03 of the Standard Specifications or any other provision of the contract, the plans, Standard Specifications or Special Provisions, nor to excuse the contractor from full compliance with those contract requirements. Bidders are cautioned that subsequent responses or contract addenda may affect or vary a response previously given, and any such subsequent response or addenda should be taken into consideration when submitting a bid for the project. Inquiries submitted within seventy-two (72 ) hours of the bid opening date might not be addressed.

The Caltrans District 4 Office is located at 111 Grand Avenue, Oakland, CA 94612. Send Contractor Inquiries via email to the Duty Senior at Duty_Senior_District04@dot.ca.gov. The mailing address is P.O. Box 23660, Oakland, CA 94623-0660. The Duty Senior's telephone number is (510) 286-5209 and the fax number is (510) 622-1805. All inquiries must include the contract number.

During the days from 05/25/07 to 06/01/07, new or updated responses were provided for the following Inquiries #
31 , 34 , 44 , 46 , 47 , 49 , 50 , 58 , 64 , 65 , 66 , 67 , 68 , 69 , 71 , 72 , 73 , 74 , 75 , 76 , 77 , 78 , 79 , 80 , 81 , 82 , 83 , 84 , 85 , 86 , 87 , 88 , 89 , 90 , 91 , 92 , 93

Total Number of Inquiries: 93

Inquiry Index
20 | 40 | 60 | 80

Inquiry No. Inquiry Response

1.0

How can I get copies of the Information Handout?

The Information Handouts are available in CD format and can be purchased from Ford Graphics, 2210 Magnolia Street (near West Grand Ave.), Oakland, CA 94607; phone (510) 451-9060, fax (510) 595-2363.

The Information Handout is included in all Bid Contract Document Sets. To order a Bid Contract Document Set, see http://www.dot.ca.gov/hq/esc/oe/weekly_ads/order_bid_location.html and complete a Request for Bid Documents form and follow the instruction on the website.

If ordering a Non-Bid Contract Document Set, indicate on the Request for Bid Documents form that a copy of the Information Handout (in CD format) is desired.

[Note: Last 2 paragraphs added 3/12/07.]

2.0

Please reference special provisions section 10-1.51 TEMPORARY TOWER DESIGN. Is it required that the design of the temporary towers be stamped by an engineer who is registered as a Civil Engineer in the State of California?

In accordance with the fourth paragraph of Section 5-1.01 "WORKING DRAWINGS" of the Special Provisions "Working drawings shall be stamped and signed by an engineer who is registered as a Civil Engineer in the State of California."

3.0

When can we have access to the project site?

Site tours will be conducted on March 16, March 27, and April 17, 2007.

All tours will commence at 9:00am. RESERVATIONS ARE REQUIRED. To reserve a space for a site tour, contact the District 4 Duty Senior by fax or e-mail. The District 4 Duty Senior fax number is (510) 622-1805 and the e-mail address is Duty_Senior_District04@dot.ca.gov. Click Here to view more information and to reserve a space on-line.

Site visits for bidders are being planned. Please check back at this website for further information and specific dates for site visits.

4.0

Will the X-sections be available? if yes, when & where?

Cross sections are available for purchase from Ford Graphics, 2210 Magnolia Street (near West Grand Ave.), Oakland, CA 94607; phone (510) 451-9060, fax (510) 595-2363.

Cross sections are also available for inspection by appointment at the Department of Transportation, Duty Senior's Desk, 111 Grand Ave, Oakland,CA; phone (510) 286-5209.

5.0

  • back to top
  • How will the Construction Surveying be handled for this project? (Caltrans, Contractor, etc.)

    Please refer to section 10-1.22 "Construction Surveying" of the Special Provisions.

    6.0

    I have some comments on Section 10-1.38 VIBRATION MONITORING:
      VIBRATION MONITORING PERSONNEL, 2nd Paragraph states: The Contractor's vibration-monitoring personnel shall include a qualified Vibration Instrumentation Engineer who is a registered Professional Engineer in the State of California, and who has at least 4 years of experience in the installation and use of vibration-monitoring instrumentation and in interpreting instrumentation data.

      Vibration Monitoring Personnel qualifications should be similar to Qualifications included in the Caltrans Contract Number: 04-0120F4 Construct Self-Anchored Bridge with Cable Tower Upon Existing Piers and Footing.

      For the current project the qualifications should be changed to:

        The Contractor’s vibration-monitoring personnel shall include a Vibration Instrumentation Engineer who meets one of the following minimum qualifications:

        1. Registered Geophysicist or Professional Engineer in the State of California with at least 5 years of experience in the installation and use of vibration-monitoring instrumentation and data interpretation.

        2. Graduate level degree from an accredited University in Physics or Acoustics with at least 5 years experience in the installation and use of vibration-monitoring instrumentation and data interpretation.

      Comments on VIBRATION MONITORING section:

      Also, vibration velocity criteria of 5 millimeter per second included in Contract 04-0120L4 should be revised upwards to at least 10 mm/sec or higher. Since vibration monitoring locations are on the upper and lower deck structures, it is possible to revise the limits to even higher than 10 mm/sec - you may want to consider limits as high as 25 mm/sec.

      4th paragraph of this section states "Monitoring equipment shall be stationed within 0.9 meter of the exterior of designated buildings on the side facing the Contractor's work site. For buildings whose frontage exceeds 60 meter, at least 2 monitors shall be utilized at that location." Are there any buildings that also needs to be protected? Please revise this section as appropriate.

    Special Provision section 10-1.38 has been revised. See Addendum 3.

    7.0

    OCIP special provision section 5-1.40, pp. 156-157 states that one of the factors which the evaluation of prospective bidders will be based is its workers’ compensation experience modification factor. The specification requires that the Contractor and subcontractors of all tiers shall submit their Experience Modification factor as calculated by the California Workers Compensation Insurance Rating Bureau (WCIRB) or the National Council on Compensation Insurance (NCCI), whichever is applicable for the Work. Applicability of WCIRB or NCCI is based on where the Contractor or subcontractor intends to obtain workers’ compensation insurance. For the Oakland Touchdown #1 project, the Owner will supply insurance, so neither applies. Depending on where the Contractor and subcontractors have obtained workers’ compensation insurance previously, and also whether or not they are self insured, the may have Experience Modification factors from WCIRB, NCCI, both organizations or neither organization. As the WCIRB and NCCI Modification Factors are calculated differently, evaluation of Contractors and subcontractors with Experience Modification factors calculated with the NCCI method will be inconsistent with evaluations of Contractors or subcontractors with Experience Modification factors calculated with the WCIRB method. Please revise the Experience Modification factor evaluation method to provide a consistent method of evaluation.

    Special provision section 5-1.40 has been revised. See addendum 3. It is the contractor’s responsibility to report its safety qualification (i.e. Experience Modification factor) it deems most appropriate for the contracted work.

    8.0

    OCIP special provision section 5-1.40, p.157, first paragraph states,"Prospective contractors and subcontractors of any tier with an insurance experience modifier greater than 1.25 will be required to submit additional safety documentation satisfactory to the Department that substantiates improvement in loss experience before the Department will award the contract. A bidder’s failure to submit additional safety documentation satisfactory to the Department that substantiates improvement in loss experience may cause its bid to be nonresponsive."

    As worded, this specification allows the Owner to cause the bid to be non-responsive if any subcontractor is unable to provide documentation that "substantiates improvement in loss experience". If no subcontractor improvement exists, it would be impossible to provide this documentation. This is unjust grounds to cause the Contractor's bid to be non-responsive. Please re-word this portion of specification 5-1.40 so that only the Contractor must provide documentation that "substantiates improvement in loss experience". Subcontractors which could not provide documentation which "substantiates improvement of loss experience" would be excluded from the OCIP and be required to provide insurance as outlined in the OCIP manual provided by excluded parties.

    Special provision section 5-1.40 has been revised. See addendum 3.

    9.0

    OCIP special provision section 5-1.40, p. 157, second paragraph states, "The Contractor and subcontractors of all tiers shall submit their current Experience Modification as calculated by the California Workers Compensation Insurance Rating Bureau (WCIRB) or the National Council on compensation Insurance (NCCI), whichever is applicable for the Work. A contractor who is self-insured shall submit its Certificate of Consent to Self-Insure in place of its Experience Modification. A newly formed joint venture will be assumed to have an Experience Modification of 1.00."

    This assumption assignment of a Joint Venture’s Experience Modification factor of 1.00 causes disparity in two ways. First, if a Contractor has an experience modifier over 1.00 and wants to avoid an evaluation on this basis, the Contractor can joint venture with another and have the negative impact of their experience modifier(s) eliminated. Conversely, if a Contractor has an experience modifier that is less than 1.00, that benefit is negated if they choose to joint venture with another contractor for other reasons. Please amend specification 5-1.40 to read "A newly formed joint venture will be evaluated on the experience modification factors of each and every partner based on a weighted average of the estimated labor performed by each and every joint venture partner. Documentation of the labor percentages performed by each partner will be provided by the joint venture as a supplement to CT OCIP Form 1."

    Special provision section 5-1.40 has been revised. A newly joint venture shall submit their current Experience Modification for each and every partner. See addendum 3.

    10.0

  • back to top
  • OCIP special provision section 5-1.40, p. 157, paragraph 5 reads "Any nonlisted subcontractor, after award, must satisfy the minimum qualifications specified in this section, ‘Occupational Safety and Health Qualifications,’ by completing OCIP Form 4 for evaluation. If the nonlisted subcontractor does not meet the qualifications, the Contractor shall replace the nonlisted subcontractor at its own expense."

    This specification is onerous because the contractor is allocated all the cost risk regarding non-listed subcontractors meeting the Owner’s OCIP acceptance requirements but no criteria for Owner’s acceptance is defined. If the sub does not pass this evaluation, the additional cost required to go to the next acceptable subcontractor is bourn by the Contractor.

    Please amend the specification to read "If the non-listed subcontractor does not meet the qualifications, the subcontractor shall be excluded from the OCIP and will be required to provide insurance as outlined in the OCIP Manual Insurance Provided by Excluded Parties."

    Special provision section 5-1.40 has been revised. See addendum 3.

    11.0

    OCIP special provision section 5-1.40, p. 157, paragraph 6, last sentence reads "The insurance limits specified may be provided through a combination of primary and excess policies, including the umbrella form of policy."

    This sentence contradicts the specific insurance limits required for calculation of insurance costs outlined on page 158. Please delete this sentence.

    There is no contradiction between this sentence and the referenced insurance limits. However, special provision section 5-1.40 has been revised. See addendum 3.

    12.0

    OCIP special provision section 5-1.40, p. 157, paragraph 8, last sentence reads "The Department requires the Contractor's insurance costs included in its bid, and detailed on CT OCIP Form 1 to be based upon the Contractor's rates for workers' compensation (including longshoreman and harbor worker's compensation), general and excess liability coverages with no deductibles.

    Requiring the cost of insurance to be based on the Contractor's insurance costs "with no deductibles" is contradictory as most, if not all, Contractors will have some sort of deductible or loss sensitive program. Some of these programs do not have a deductible credit that can simply be factored out of premium calculation to obtain a zero deductible program cost. Because of this, Contractors may be forced to obtain project specific, no deductible quotes that would be significantly higher than most Contractors' ongoing loss-sensitive programs and would artificially inflate the cost of insurance in the bids. This requirement eliminates the natural competition that occurs between Contractors regarding the cost of insurance. It eliminates the ability of those Contractors with excellent loss experience to pass this savings on to the Department.

    Please amend the requirement to read "The Department requires the Contractor's insurance costs included in its bid, and detailed on CT OCIP Form 1, to be based upon the Contractor's rates for workers' compensation (including longshoreman and harbor worker's compensation), general and excess liability coverages, including the cost of claims that fall below policy deductibles." This will allow the competitive bid process to proceed without artificial increases.

    The rules for contractor insurance cost identification do allow verifiable cost of claims that fall below policy deductibles. See Addendum 3.

    13.0

    OCIP special provision section 5-1.40, p. 158, paragraph 2 reads "The OCIP deduct rates (or the applicable default rate) of the Contractor and subcontractors of all tiers will be verified by the Department before contract approval and used for all OCIP deduct calculations for the duration of the contract and not modified base upon future years' insurance rates. These deduct rates will also be used for audits and change orders."

    The process of administrating an OCIP that includes deduct credits on each change order and monthly pay request is burdensome. It would require additional staffing, audits, and reviews that otherwise distracts the Contractor, Subcontractors, and Owner's staff from the focus on completing a quality project within budget and time constraints.

    Please eliminate the OCIP deduct adjustments post award and have the OCIP deduct credits occur at Contract award based on the cost of insurance of the Contractor plus 8% of the value of all subcontracted work.

    The OCIP deduct credits of 8% of the whole Contract value will occur at Contract award. Within 30 days after Contract approval, the Contractor and its subcontractors shall submit their cost of insurance for calculating their individual OCIP deduct rates. The 8% OCIP deduct rate will remain in place for unknown subcontractors. All individual OCIP deduct rates will be combined to establish the overall composite OCIP deduct rate for the duration of the Contract. At Contract completion, contractor insurance cost will be audited and reconciled appropriately. See Addendum 3.

    14.0

    OCIP special provision section 5-1.40, p. 159, paragraph 5 reads "The Contractor shall submit to the engineer the Monthly Payroll Reporting Form, CT OCIP Form 2, for the prior month's work by the 10th day of the subsequent month."

    Certified payrolls, which are already submitted on a monthly basis, provide the necessary information for reporting purposes. Additionally, a workers’ compensation payroll audit report includes the necessary information. In order to streamline the OCIP process, CT OCIP Form 2 should be completed by the Department’s insurance agent and returned to the Contractor for verification.

    Please delete the requirement for the Contractor to submit CT OCIP Form 2 and replace it with acceptance of payroll reporting or certified payroll to meet the needs of OCIP insurance cost tracking. If this is not acceptable, please revise the due date for CT OCIP form 2 submittal for the prior month’s work to the 15th of the following month to correspond with certified payroll submittal.

    The due date for CT OCIP Form 2 for the prior month’s work has been changed to the 15th of the following month. See Addendum 3.

    15.0

  • back to top
  • OCIP special provision section 5-1.40, p. 159, paragraph 5, 3rd sentence reads "If CT OCIP From 2 is not submitted as required, the Department will retain an amount equal to 10 percent of the month from the current month's estimate in addition to any other retentions."

    OCIP specification 5-1.40, p. 160, paragraph 2, 1st sentence reads "Failure of the Contractor to submit complete OCIP documents to the Engineer will result in the assessment of a penalty against the Contractor in the amount of $500 for each day any of the CT OCIP forms are not submitted within the above time frames."

    It is unfair to assess both a penalty and a retention for lateness of forms. Please delete the $500 per day penalty.

    Both of these assessments have been deleted. Late submittals for CT OCIP Forms will result in a retention of $500/day. See Addendum 3.

    16.0

    OCIP special provision section 5-1.40, p. 160, last paragraph, reads, "B. Commercial General Liability, Primary Coverage
    3. Deductible Assessment: $25,000 each occurrence. The Contractor or subcontractor primarily responsible for causing any loss shall be responsible for payment of the deductible assessment as determined by the OCIP insurance company."


    It is not equitable to require the bidders to provide the OCIP deduct credits based on "no deductible" and then impose a $25,000 deductible responsibility to them after these credits have been taken.

    Please delete "3. Deductible Assessment:…" in its entirety.

    Special provision section 5-1.40 has been revised. See addendum 3.

    17.0

    Insurance Policies special provision section 3-1.025, p. 16 reads
      "The successful bidder shall submit:

      1. Copy of its commercial general liability policy and its excess policy or binder until such time as a policy is available, including the declarations page, applicable endorsements, riders, and other modifications in effect at the time of contract execution....Allowance of additional exclusions is at the discretion of the Department."

      2. Certificate of insurance showing all other required coverages. Certificates of insurance, as evidence of required…shall set forth deductible amounts applicable to each policy and all exclusions that are added by endorsement to each policy…"

      3. A declaration under the penalty of perjury by a certified public accountant certifying the accountant has applied Generally Accepted Accounting Principles (GAAP) guidelines confirming the successful bidder has sufficient funds and resources to cover any self-insured retentions if the self-insured retention is $50,000 or higher."

    This requirement is very burdensome. Please consider the following:

    a) The general liability policies tend to be extremely large and include proprietary information as well as endorsements and forms that do not apply to all projects. A certificate of insurance with attached additional insured endorsements should suffice. Copies of specific endorsements such as Per Project Aggregate and Additional Insured can be provided upon request.

    b) Deductibles are the responsibility of the Contractor and proprietary information. As such it is not necessary to include this information on a certificate of insurance that may become public information. Insurance policies for contractors often have numerous exclusions not necessarily pertinent to a specific project. Listing them on the certificate of insurance is extremely burdensome.

    c) Obtaining a declaration under the penalty of perjury from a CPA with an opinion confirming the funds and resources of a firm is most likely not possible in the current economic environment. Since the primary coverage for this project is being provided by the OCIP, most concerns with the above issues are moot. These requirements would only apply to the off-site coverages provided by the Contractor, which have very little exposure.

    Please delete Section 3-1.025 of the Special Provisions. It does not apply to a project covered by an Owner Controlled Insurance Program. Providing such documentation is onerous in general, but to require it on an OCIP project is unwarranted when the primary exposure on-site is covered by the OCIP.

    The requirements of the ammended standard specification section 3-1.025 are not applicable to this Contract as specified in the revised special provision section 5-1.40. See Addendum 3.

    18.0

    I believe I am missing proposal doc pages. I do not have the Bidder’s Bond form, signature page of the proposal, Caltrans Bidder – DVBE Information or the DVBE Information Good Faith Efforts form.

    How many pages should be in the bid docs?

    See Addendum 2, dated March 29, 2007.

    19.0

    Is this a “Buy America” project?

    No.

    20.0

  • back to top
  • Who will be responsible for materials testing and inspection services?

    The inquiry is unclear. However, please reference Section 5-1.05, “TESTING,” of the Special Provisions and Section 5, “CONTROL OF WORK,” of the Standard Specifications.

    In general, the Contractor is responsible for Quality Control (QC) and shall perform inspection and testing as necessary to control the quality of materials and workmanship. The Contractor shall prepare and submit for approval by the Engineer a Quality Control Plan (QCP) for specific items of work as specified in the Special Provisions.

    Quality Assurance (QA) is the responsibility of the Department. The Engineer shall perform inspection and testing as deemed necessary to ensure the quality of materials and workmanship.

    21.0

    Special Provisions Section 5-1.40 refer to an OCIP Manual that will be "distributed to all participants." Since this OCIP manual was not included with our bid documents, how and when are we supposed to receive the OCIP manual?

    The OCIP Manual is included in the Information Handout. See response to inquiry #1 on how to get copies of the Information Handout. Note that the OCIP Manual has been updated (April, 2007) with Addendum 3.

    22.0

    I need to know if there is a PLA (Project Labor Agreement) with this project.

    There is no Project Labor Agreement for Contract 04-0120L4, however it is subject to prevailing wages.

    23.0

    Contract Plan sheet 161 of 643 dimensions the outside diameter of the edge pile as 2. Is this correct? If yes, which bid item are these edge piles paid under?

    The outside diameter of the pile is incorrectly shown on the pile head anchorage detail for the edge pile on plan sheet 161 of 643. See revised plan sheet in Addendum No. 3.

    24.0

    Under which bid item(s) is furnish and installation of the pile shear rings paid under?

    The shear rings are included in the contract unit price paid for drive pile. See specification revision in Addendum No. 3.

    25.0

  • back to top
  • SP 10-1.71 states the following:
      “Service platforms shall include the following components:

      • Structural Steel.

      • Metal Decking.

      • Reinforced Concrete.

      • Metal railing.

      • Checkered plates.

      • Cleaning and painting metal surfaces.

      • All anchors, fastenings, hardware, accessories and other supplementary appurtenances necessary to complete the work.”
    SP 10-1.92 reads:
      “Miscellaneous metal (bridge) shall consist of the miscellaneous bridge metal items listed in Section 75-1.03, ‘Miscellaneous Bridge Metal,’ of the Standard Specifications, and the following:
      • Column pipe key, including protective covers for Piers E20R through E22R.

      • Fiberglass grating attachment assemblies.

      • Pull box frames and covers.

      • Wire rope hangers, checkered plate, and grillage for service platforms (bridge).

      • Steel pipe for railings on service platforms.

      • Checkered plates and expansion anchors for reinforced concrete utility vaults.

      • Gutter for seismic joint.
    As written, the SP’s conflict. Under which bid item are the wire rope hangers, checkered plate, grillage and steel pipe for railings for the service platforms paid under?

    Wire rope hangers, checkered plate, grillage and steel pipe for railings for the service platforms are included in the contract unit price paid for service platform. These items have been removed from SP 10-1.92, Miscellaneous Metal (Bridge). See Addendum No. 3.

    26.0

    SP 10-1.57, Seismic Joint, and SP 10-1.92, Miscellaneous Metal (Bridge), both cover the gutter for seismic joints. Under which item are gutters for seismic joints paid?

    Gutters for seismic joint are included in the contract lump sum price paid for seismic joint. This item has been removed from SP 10-1.92, Miscellaneous Metal (Bridge). See Addendum No. 3.

    27.0

    Contract Plan sheet 291 of 643 shows bike path support beams with diaphragms extending into the southernmost cell of the eastbound frame 1 superstructure (some of these diaphragms occur adjacent to pier cap beams). Contract Plan sheet 211 of 643, Eastbound Girder Layout No. 1, shows neither the bike path support beams nor their diaphragms. What is the correct configuration of the south side of eastbound frame 1 superstructure?

    Plan Sheet 291 of 643 correctly shows the Bike Path Support Beams and related interior diaphragms. For clarity, the Eastbound Girder Layout on Sheet 211 of 643 does not delineate the Bike Path Support Beams.

    28.0

    Sheet No. 340 of 643 and 344 of 643.

    The index on sheet 340 and the notes on sheet 344 indicate a drawing “Service Platform Details 5”. This drawing is missing from the set, please provide.

    Plan sheets 341 to 347 have been revised. See Addendum #3.

    29.0

    The total budget/estimate is 220M, can you tell me what the electrical value will be for this project?

    Potential bidders and/or subcontractors shall prepare their estimate based on the contract plans and specifications.

    30.0

  • back to top
  • Will the electrical panels at MTRD 14+70 Rt. be removed or relocated prior to this contract?

    The electrical cabinets/equipment located to the right of MRDTR 14+70 will be relocated prior to this contract.

    31.0

    On sheet 180 of 224 in the structural drawings (Bikepath Expansion Joint Details), the section views do not match the plan view. Section B-B (Typical), Section B-B (At Hinge E), and Section C-C are backwards. (Either plates and bolts are on the wrong side of the gap in the Plan view, or the bikepath is being depicted on the North side of the bridge.) What is the relevance of Section B-B (Typical) and Section C-C? Are the steel members shown in Section C-C included in this contract?

    Plan sheet 180 of 224 has been revised. See Addendum 4.

    32.0

    SP 10-1.39 states the sewer video survey inspection will be done “before and after seismic retrofit construction from manhole to manhole at the following locations:..”

    Please define seismic retrofit construction. Are we to inspect the sewer from manhole to manhole or is there seismic retrofit work to be done from manhole to manhole, and if so, where is it defined?

    Inspection is to be conducted from manhole to manhole within the limits specified in the specifications. Special Provision Section 10-1.39 has been revised. See Addendum 3.

    33.0

    Plan sheet U-7 shows the Oakland substation to be built by others. What is the completion date?

    Attention is directed to 10-1.10 COOPERATION of the Special Provisions. The Oakland Substation will be constructed under a separate contract. The tentative advertising date for this contract is late 2007. Progress schedules, when available, may be inspected by the Contractor, such progress schedules are tentative and no guarantee can be made by the State that such work will actually be performed as indicated by the schedules.

    34.0

    Do the CCTV and 120V lines shown passing through footing E19R, E20R, E21R and E22R on Contract Plan U-2 get relocated prior to this contract?

    The CCTV and 120V lines have been revised and are now shown as abandoned. See addendum 4 plan sheets 57, 58, 59 and 60 for corrections.

    No. The contractor will abandon the CCTV and 120V lines on this contract in accordance with the contract requirements.

    35.0

  • back to top
  • Section 1 of the Special Provisions, “Specifications and Plans” – “Amendments to July 1999 Standard Specifications,” Section 7, “Legal Relations and Responsibility,” footnote 4 of Section 7-1.12B(4), “Liability Limits/Additional Insureds,” is unclear on the insurance requirements and limits a prime contractor can pass on to a subcontractor. Please clarify this section.

    Addendum 1 revises and clarifies this section. Note that this revision applies to the Amendments to the July 1999 Standard Specifications. Since this project is under the Owner Controlled Insurance Program (OCIP), Section 7-1.12B, “Insurance,” of the July 1999 Standard Specifications does NOT apply. Please refer to Section 5-1.40, “Owner Controlled Insurance Program (OCIP)” of Addendum 3 to the Special Provisions for project specific requirements.

    Eligible subcontractors, as defined in Section 5-1.40, “Owner Controlled Insurance Program (OCIP),” of Addendum 3 to the Special Provisions with contracts less than $100K will be provided insurance coverage for onsite operations at no cost to them, subject to a general liability deductible. The Department will provide OCIP coverage for these subcontractors without taking an OCIP credit from them.

    36.0

    We would like to view the AsBuilts for Bents E23 through E31 for the existing bridge.

    AsBuilts for Bents E23 through E31 can be downloaded at http://www.dot.ca.gov/dist4/construction/contracts/04-0120L4/ or you can click on the link below:

    37.0

    How can I get copies of the complete Materials Information reports listed in SP 5-1.29?

    These documents are available for inspection by appointment at the office of the Duty Senior, 111 Grand Avenue, Oakland, CA 94612, email; duty_senior_district04@dot.ca.gov, Telephone number; (510) 286-5209.

    You may also download electronic versions at http://www.dot.ca.gov/dist4/construction/contracts/04-0120L4/ or you can click on the links below:

    38.0

    Referring to plan sheet 129 of 643 titled “Limits of Payment for Structure Excavation and Backfill”

    The table titled “Limits of Structure Excavation with Restricted Disposal,” has a conflict for Piers E20R and E21R. As it is currently written, the table implies that the same excavation is paid for under 2 different bid items: Structure Excavation (Class II) and Structure Excavation (Type DH). Is this correct?

    As an example: Pier E20R is shown to have excavation beginning at original ground, and ending at a depth of 1.8m below original ground (Dimension “D2” in this case) paid as Structure Excavation (Type DH). In the next column over, excavation beginning at original ground, and ending at a depth of 1.8m below original ground (Dimension “D1” in this case) is paid as Structure Excavation (Class II).

    The table titled "Limits of Structure Excavation with Restricted Disposal," on plan sheet 129 of 643 is correct. The depth D1 shown in the table is the depth to the top of the soil layer with restricted disposal. Depth D2 is the depth to the bottom of the soil layer with restricted disposal. Therefore, for Pier E20R, as an example, excavation beginning at original ground, and ending at a depth of D2 (1.8m) below original ground is paid as Structure Excavation (Type D) or Structure Excavation (Type DH), depending on the ground water elevation. In the next column over, excavation beginning at a depth D1 (1.8m) and ending at a depth of D2 (3.4 m) below original ground is paid as Structure Excavation (Class II) or Structure Excavation (Class II) (Type D) depending on the ground water elevation.

    39.0

    Can the abandoned 12 kV cable in the vicinity of Pier 18 be removed?

    The Department will not be removing the abandoned 12KV cable. While the contractor does not have to implement any measures to protect the cable in-place, the contractor may not remove it.

    40.0

  • back to top
  • In SP Section 10-1.50, are “restrike” and “redrive” synonymous? What is the Special Provision’s definition of each?

    Pile restrike refers to conducting pile restrikes for precast, prestressed, concrete piles to achieve minimum blow count as described in subsections "Pile Penetration Acceptance" and "Precast Prestressed Concrete Pile Restrikes" of SP Section 10-1.50 "Piling."

    Pile redrive refers to resuming pile driving after pile driving is stopped above the specified tip elevation when required by the Special Provisions, when directed by the Engineer or due to equipment breakdown.

    41.0

    It is clear that the concrete piling have restrikes associated with them, whereas the CISS pile have redrives associated with them (as related to Dynamic Monitoring). Do the CISS pile have a restrike potential?

    For the 1800mm CISS piles, the Contractor is required to drive the piles to the specified tip. Piles driven to the specified tip will be accepted. We are not anticipating any restrike or redriving of the piles to verify the capacity, unless extremely low resistance to driving is experienced when driving within one meter of the specified pile tip elevation.

    42.0

    When the 1800 mm CISS piles reach specified tip have they achieved the design capacities as shown in the plans or will restriking / redriving be necessary to confirm capacity?

    For the 1800mm CISS piles, the Contractor is required to drive the piles to the specified tip. Piles driven to the specified tip will be accepted. We are not anticipating any restrike or redriving of the piles to verify the capacity, unless extremely low resistance to driving is experienced when driving within one meter of the specified pile tip elevation.

    43.0

    Is it be acceptable to use a vibratory hammer to stab the CISS piles? If yes, is there a maximum depth to which use of a vibratory hammer would be acceptable?

    No. Vibratory hammer is not allowed.

    44.0

    Specification Section 10-1.50 “Temporary Tower Piles” precludes the use of a diesel impact hammer, yet air/steam, diesel and hydraulic hammers are permitted for both CISS piles and concrete piles. Is there a reason for the restriction against diesel hammers as associated with the temporary tower piles?

    Special Provisions Section 10-1.51 "Temporary Towers", subsection "Driving Equipment" has been revised. See Addendum 4.

    45.0

  • back to top
  • Special Provision 10-1.01 states, ”The roadway lighting assembly to be installed on Br. No. 34-0006L shall be completely installed and acceptable to the Engineer within 300 days after approval of the contract.” As Br. No. 34-0006L is not required to be completed for 710 days, how can this be accomplished without frames 1 and 2 of the bridge being built?

    Attention is directed to section 10-1.355, "Temporary Access Facilities" of the special provisions, included in Addendum 3 regarding access to the structure. Means for accessing the work areas are considered as included in the various bid items.

    46.0

    The steel shell welding details on contract plan sheets 162 & 164 are different for westbound and eastbound piles even though the piles themselves are similar. It appears as if the steel shell welding details on contract plan sheet 164 are incomplete. Please confirm that the steel shell welding details on contract plan sheets 162 and 164 are accurate.

    Plan Sheets 162 and 164 of 643 have been revised. See Addendum 4.

    47.0

    The reinforcing coverage dimension from the bottom of the concrete plug shown in section C-C on both contract plan sheets 162 and 164 are inconsistent. Sheet 162 shows dimensions of 5 and 15, while sheet 164 shows corresponding dimensions of 50 and 150? Should the dimensions on contract plan sheet 162 also be 50 and 150?

    Plan Sheets 162 and 164 of 643 have been revised. See Addendum 4.

    48.0

    We received Addenda 3 however CD 9 was not inserted. When can I expect it?

    Contact the Plans Counter. See Plans Counter link and other information in the response to Inquiry No. 1.

    49.0

    Reference plan sheet 129 of 643. Please explain the "Excavation" elevation. It appears that the arrows for Type H and Class II are not pointing correctly. Since each class of material, DH, H, CLASS II and CLASS II (Type D) are paid separately how do we determine the depth of each class? In the table "Limits of Structure Excavation With Restricted Disposal" how can Piers E20R and E21R have different valves for D1 and D2? Please correct or clarify.

    Limits of each type of excavation have been clarified. Plan Sheet 129 of 643 has been revised. See Addendum 4.

    50.0

  • back to top
  • Reference plan sheet 161 of 643, Note 3. What pile tip reinforcement is required by the Engineer? Please provide detail.

    Plan Sheets 161 and 163 of 643 have been revised. See Addendum 4.

    51.0

    Reference plan sheet 161 of 643. The elevation "1800mm DIA CISS PILE", has a note on the left side which says "Optional field splice for all piles." If the Contractor chooses to field splice the pile, can the field splice be located 5 to 8 meters lower than the location shown, but still within the same section?

    Yes. The optional field splice may be located 5 to 8 meters lower than the location shown on the plans.

    52.0

    On plan sheet 131 of 643, Section G-G, the cap (at Abut E23L) or end diaphragm appears to be 1000mm wide. On plan sheet 207 and 208 of 643, the end diaphragm also appears to be approximately 1000mm wide. However, on plan sheet 209 of 643, "End Diaphragm Detail - Abut E23L" the width is shown as 1800mm. Please correct or clarify.

    The abutment seat is correctly shown as being 1000 mm wide on plan sheet 131/643. The end diaphragm width is correctly shown as being 1800 mm on plan sheet 209/643. It is noted that the end diaphragm is wider than the abutment seat.

    53.0

    BCDC Permit 8-01, Section 2d. states, “Place, use, maintain and, at project completion, remove …(2) approximately 0.48 acres of temporary, low and high-level suspended fill for ‘falsework’ to support bridge segments until adjoining structures are completed (this ‘falsework’ would fall within the footprint of the construction access trestle and therefore would not contribute to the overall area of fill);”

    The three frames of superstructure to be built in the Oakland Touchdown contract constitute greater than 0.48 acres of temporary fill. Do the areas of this falsework which do not fall within the footprint of the construction access trestle contribute to the overall area of fill? If the falsework areas outside the footprint of the construction access trestle are greater than 0.48 acres can they be erect simultaneously without violating the terms of the BCDC permit?

    Falsework within the drip line of permanent structures is considered as part of the permanent structure for permitting purposes. Only areas of falsework not within the drip line of the permanent structure contribute toward the .48 acres. Areas in excess of the 0.48 acres cannot be erected simultaneously without a permit amendment.

    Note also: the temporary skyway access structures are included in a separate portion of the permit.

    54.0

    On page 124 of the specials, the referenced website near the top of the page doesn’t seem to lead to form CEM-2025. Where may I find that form?

    The form number is CEM-4401. It is on page A-1.70 of the Caltrans Construction Manual that you can download from the webpage listed on page 124 (http://www.dot.ca.gov/hq/construc/manual2001/) of the Special Provisions.

    55.0

  • back to top
  • Paragraph 10.1-375 requires photo surveys prior to pile driving at the mole substation. Pre-construction photo surveys are also required of the existing sewer outfall. Presumably the construction contract work to follow will be performed as required by the plans and specfications. If there is damage to the existing facilities, would the contractor(s) be held liable?

    The purpose of the photo surveys will be used to depict the pre-construction conditions of the facilities. The contractor shall protect the adjacent facilities from damage, in accordance with Standard Specification section 8-1.10 "UTILITY AND NON-HIGHWAY FACILITIES" and other terms in the contract. Failure to take reasonable steps will make the contractor responsible for any damages resulting from its construction activities.

    Attention is also directed to section 5-1.38 "VIBRATION MONITORING" of the special provisions for other monitoring requirements for these facilities.

    56.0

    A sentence at the very top of page 288 in the Special Provisions refers to “special” pile footing foundations. Which of the footings on this job are designated “special”?

    The special pile footing foundation is used for the cantilevered CMS sign structure that uses class 400 driven piles. The special pile footing foundation is shown on plan sheets 96 and 97 of 643 and described on page 358 of the special provisions.

    57.0

    Plan sheet 34 of 643 indicates access areas hatched for contractors on different projects. What is the intent of this? Will contractors on the 04-0120L4 contract have full access to the area hatched for the 04-012024? If not, what restrictions would apply?

    Hatched areas indicate the Access Area For Contractors.

    Attention is directed to 10-1.10 COOPERATION of the Special Provisions regarding coordination with other contracts within the contract limits.

    58.0

    There does not appear to be any water deep enough to provide good barge access from the Bay to the limits of the hatched “04-0120L4 Contractor Access Area” indicated on plan sheet 34/643.

    a) Does Caltrans have current bathymetric information in the vicinity of the project being bid?

    b) Has dredging been performed as part of other Caltrans work that would affect marine access to the jobsite?

    c) Would any such improved access be available to contractors on the project being bid?

    d) Please provide any bathymetric information and details of any improvements to marine access that could affect the work on this project.

    a) Caltrans does not have current bathymetry of the project area. However, bathymetry dated October 2002 can be downloaded at the web page, http://www.dot.ca.gov/dist4/construction/contracts/04-0120L4/ or use the links below:
    The bidders may also perform their own confirmation survey to determine dredging depths. Contact the Duty Senior at (510)286-5209 to schedule access to the area.

    b) Access dredging was performed on Contract 012024 in October 2002.

    c) Attention is directed to section 10-1.10 COOPERATION of the Special Provisions.

    d) See answers to a and b.

    59.0

    Paragraphs 10-1.12 and 10-1.13 of the Specials require “Transportation for the Engineer” and “Engineer’s Inspection Facility”, respectively. The inspection facility “…shall be located on a barge.” Beginning with the start of any marine work, both of these requirements are to be provided full time and continuously “…until acceptance of the contract”. Please review these requirements. Maintaining crewed boats and barges for the life of the contract, even after marine work is completed or in hiatus, would seem to be unnecessary.

    Requirements were reviewed and Comment was noted.
    Potential bidders and/or subcontractors shall prepare their estimate based on the contract plans and specifications.

    60.0

  • back to top
  • What are the physical constraints and requirements, if any, that would limit any dredging work within the hatched “04-0120L4 Contractor Access Area” indicated on plan sheet 34/643?

    Attention is directed to Section 5-1.32 "ENVIRONMENTALLY SENSITIVE AREA (GENERAL)" , and Section 10-1.43 "DREDGING", of the special provisions as well as project plan sheet 33 of 643.  

    61.0

    Cross sections provided as information handout for station W Line 88+30 to 89+20 do not match typical cross section W 88+20 to 89+30 as shown on sheet 2 of 643. Please indicate which is correct.

    Typical Cross Section for W Line 88+20 to 89+30 as shown on sheet 2 of 643 is correct. The corrected cross sections for W line 88+30 to 89+20 can be downloaded at http://www.dot.ca.gov/dist4/construction/contracts/04-0120L4/Revised_WLine_Xsect.pdf. (pdf, 850 kb)

    62.0

    We respectfully request that the bid opening for this project be postponed to allow us time to prepare a cost estimate for this project. Additional time is requested to perform extensive pre-bid design & evaluation work that is required for this project; and to incorporate changes made via addendum no 3. If the existing bid date is not postponed, it will limit our ability to submit the our most competitive bid.

    The Department will not postpone the bid opening date.

    63.0

    Is the opening of the Westbound Structure tied to any milestone(s) given by Caltrans to the SAS or any other Contractor on the Bay Bridge Program? If so please provide details of the milestone(s). If it is not tied to any milestone(s) then please explain the reasoning for such high LD’s on the Westbound Structure completion milestone.

    The contract milestone for the completion of the westbound roadway and structure is tied to access to the bridge from Oakland for the the SAS contractor. Delay in providing this access will adversely impact the SAS contractor's ability to achieve its schedule resulting in delay costs to the Department and ultimately impact opening of the new bridge to traffic.

    64.0

    With reference to section 5-1.15 Integrated Shop Drawings (ISD’s) we have the following questions/comments:

    a) Provide list of consultants who have successfully prepared Integrated Shop Drawings on the other Toll Bridge projects.

    b) Contract Plans are un-clear in their requirement of locations/structural elements for which ISD’s are required. Are the ISD’s required for every footing or for each typical footing or for just one footing? Please clarify.

    c) ISD specifications imply that there will be no contract time extension for delays resulting from revisions/re-work on ISD’s due to conflicts/design issues discovered during the preparation of ISD’s. We are relying on Caltrans to provide accurate plans and specifications and barring minor fixing of the plans (line minor adjustment of rebar spacing) we do not intend to take into account extensive re-work or re-drafting in our schedule due to conflicts in the plans. For a project with LD’s of $86,600 per day it will be a major issue if Caltrans is not providing time extensions to the contractor for fixing Caltrans’ design issues. Please clarify in detail Caltrans’ intent and requirement.

    a) It is the Department's policy not to promote specific consultants or contractors. Please refer to the Plan Holders list for this contract number (04-0120L4), accessible at the following internet site which includes contact information for firms that are interested in this contract. Some may prepare ISD's.

    http://troe.dot.ca.gov/FMRes/FMPro?-db=plan_holders.fp5&-format=zSearchTxt.htm&-lay=web_search_view&-max=1&-token=100&-view

    b) ISD's are required at all locations listed in Section 5-1.15, "Integrated Shop Drawings" of the Special Provisions, including at each footing, since the embedments may vary for each individual structural element.

    c) See revised Section 5-1.15 "Integrated Shop Drawings" of the Special Provisions in Addendum 4. The Engineer will determine whether design changes are required in order to meet the spacing and concrete cover requirements and will propose alternative modifications as necessary. Modifications to the ISD's that require changes to the plans or specifications, as determined by the Engineer, will be made in accordance with Section 4-1.03 "Changes" of the Standard Specifications.  

    65.0

  • back to top
  • Reference plan sheet 281 of 643. This plan sheet shows the reinforcing steel within the blockout area for the seisimic joint hinges EE, EW and FW. However, plan sheet 232, Section d-d, sheet 252, Section d-d and sheet 262, Section E-E for EE, EW AND FW, respectively, show different reinforcing steel in the blockout area. Please correct or clarify. Please identify which rebar is included as part of the seismic joint bid items 122, 123 and 124.

    Reinforcement shown on plan sheets 281 and 289 of 643 is included as part of the seismic joint bid items 122, 123 and 124.

    66.0

    Referring to the concrete specifications for column concrete: 35 MPa in 42 days with a minimum of 400 kg / cubic meter which would result in about 55 MPa . We need 39 MPa to qualify the mix and have a maximum strength of 42 MPa ( 35 MPa + 20 % ). This presents a narrow window for strength acceptance of 39-42 MPa. Why is a maximum strength specified? What is the penalty if the maximum strength is exceeded?

    The column concrete compressive strength has been changed. See Revised Plan Sheet 117 of 643 in Addendum 4. Special Provisions Section 8-2.01 "Portland Cement Concrete" and Section 10-1.53 "Concrete Structures" have been changed. See Addendum 4.  

    67.0

    Referring to drawing page 178/643, the pier cap beam stressing path extends from the bottom deck to the top deck. This requires the tendons to be installed early and exposed to damage and corrosion from the time prior to the bottom deck pour until after the top deck is poured. How is damage and corrosion to be avoided?

    It is the Contractor’s responsibility to ensure against damage and corrosion of the ducts and tendons until cast into concrete. At the Contractor's option, blockouts may be used and tendons installed at a later date as permitted by Note 4 on Plan Sheet No. 178/643, subject to the Engineer’s approval.

    68.0

    The transverse stressing blockouts shown on Detail G of page 244/643, does not provide enough room to stress the tendons. How should we proceed?

    The temporary blockout shown on the plans may be increased to suit the jacking equipment used, subject to the Engineer's approval.

    69.0

    Referring to drawing page 260/643, 35 days of cure are required prior to stressing. Considering the rapid schedule to complete the westbound structure, can this duration be reduced?

    The 35 day cure requirement will not be reduced.

     

    70.0

  • back to top
  • Would Caltrans please include, along with the last addendum they intend to issue for this project, one complete set of bid forms as usually included in the proposal booklet, from Page 1 through 18?

    Pages 18 to 26 of the Proposal and Contract book were inadvertently omitted during reproduction of the book and thereby provided in addendum no. 2. The Department is not planning to provide the Proposal and Contract book holders with another booklet containing pages 1 to 26 inclusive.   

    71.0

    Footing Detail sheets 143 to 158 of 643 call out large radius #57 bars around each of the CISS piles. Per the specifications all of these bars are to be epoxy coated per ASTM 934 which requires coating of the bars after fabrication. The large radius of these #57 bars results in overall bar diameters ranging from 3.2M to 4.4M. The largest bars that can be coated in one piece by the epoxy coating facility is 2.1M wide.

    a) What options are available to allow these bars to be coated?

    b) If couplers are an option then what type and where would they be allowed?

    c) At this time we believe there is no approved coupler for a #57 radius bar connection, is that correct?

    d) Details 1, 2 and 5 on sheet 349 of 643 call out MW130@150 mesh couplers. Does the State have an approved coupler or supplier for this product? Please advise what types of couplers are approved and the manufacturer's.

    a) The bidder's concern is noted. An addendum is not currently planned for this element of work.

    b) Couplers may be used on the straight portions of the legs of the U-bar.

    c) Yes. Couplers may not be used on a curved section of rebar.

    d) Please see the link below for pre-qualified product lists.

    72.0

    This question pertains to the seismic plate expansion joints. This question pertains to the bid item 125. On drawing number 172 of 224 in Section Y-Y the weld between the small strip-seal retainer (which holds the rubber gland) and the seismic deck panel is shown to be a CJP (complete joint penetration weld). The steel retainer is approximately 1 1/2" (38 mm) tall. The back wall of the section is 0.34" (8.6 mm) thick. How can such a large weld be performed on such a small/thin section? These large deck plates are being machined to exact flatnesses (top and bottom surfaces) and then afterward this small retainer shape is welded along the edge. This heat will cause distortion to the plate flatness. Is this weld detail correct?

    The bidder's concern is noted. An addendum is not currently planned for this element of work.

    73.0

    Sheet # 349 of 643 detail 5 specifies a welded wire connector be used. What is the specific manufacturer and part # of the coupler to be used?

    The Department does not promote specific products or manufacturers. However, please see the link below for pre-qualified product lists.

    74.0

    ISD's are the contractor's interpretation of the design as depicted by the Contract Drawings which does not constitute design responsibility hence should not be stamped, and signed by licensed an Engineer. Any revisions resulting from conflicts on the Contract Plans needs to be reviewed, and approved by the Engineer, and/or Engineer-of-Record. In accordance with the requirements of Section 5-1.15, it is our understanding that the ISD's shall be prepared under the supervision of an engineer who is registered as a Civil Engineer in the State of California, but are not required to be stamped by an engineer who is registered as a Civil Engineer in the State of California. Please confirm.

    ISD's shall be prepared under the supervision of an engineer who is registered as a Civil Engineer in the State of California, but are not required to be stamped by an engineer who is registered as a Civil Engineer in the State of California.

    Section 5-1.15 "Integrated Shop Drawings" of the Special Provisions modifies the general working drawing requirement listed in Section 5-1.01 "Working Drawings."

    See also the revised Section 5-1.15 "Integrated Shop Drawings" of the special provisions in Addendum 4."

    75.0

  • back to top
  • Reference Section 5-1.15, the special provisions state "If conflicts are discovered during the preparation of ISD's, the Contractor shall revise the working drawings for one or more of the embedded items to eliminate the conflict or provide proper cover or spacing. If a conflict requires that bar reinforcement locations be adjusted, the Contractor shall proceed with performing reinforcing steel adjustments in the ISD's prior to submitting the changes to the Engineer";

    a) What are the acceptable tolerances for bar locations and spacing beyond which adjustment will need to be performed.

    b) How are adjustments affecting design handled.

    c) How are parameters for design adjustments being defined.

    d) What is the role of the Engineer-of-Record in case of adjustments affecting design.

    a) The spacing and concrete cover requirements of the plans and specifications shall be met in preparing the ISD's. Adjustments of embedded items shall be made when the spacing and concrete cover requirements are violated.

    b) The Engineer will determine whether design changes are required in order to meet the spacing and concrete cover requirements and will propose alternative modifications as necessary. Modifications to the ISD's that require changes to the plans or specifications, as determined by the Engineer, will be made in accordance with Section 4-1.03 "Changes" of the Standard Specifications. See revised Section 5-1.15 "Integrated Shop Drawings" in Addendum 4.

    c) The Engineer will determine whether modifications to the ISD's result in changes to the plans or specifications.

    d) The Engineer-of-Record will determine the acceptability of design modifications as necessary to meet spacing and concrete cover requirements.   

    76.0

    a) If the conflicts can not be eliminated by adjusting embedded items within the given tolerances (if tolerances are given), how will the conflict be resolved?

    b) If these tolerances are used during the ISD process, what if any field placing tolerance remains for the Contractor?

    c) Who will manage this conflict resolution process?

    a & b) See revised Section 5-1.15 "Integrated Shop Drawings" of the Special Provisions in Addendum 4. The ISD's shall be prepared to account for field installation and placing tolerances by adjusting the embedded items in accordance with Section 5-1.15 "Integrated Shop Drawings" of the Special Provisions. The Engineer will determine whether design changes are required in order to meet the spacing and concrete cover requirements and will propose alternative modifications as necessary. Modifications to the ISD's that require changes to the plans or specifications, as determined by the Engineer, will be made in accordance with Section 4-1.03 "Changes" of the Standard Specifications.

    c) The Engineer will determine whether design modifications are necessary to resolve conflicts of embedded items.  

    77.0

    It is our understanding that bar lists are not required by the Special Provisions and therefore will not be submitted as part of the ISD's. Please confirm.

    Bar lists are not required and need not be submitted as part of the ISD's.

    78.0

    Per Special Provisions 8-3.01"WELDING, GENERAL" Paragraph A:

    "A. The travel speed, amperage, and voltage values that are used for tests conducted per AWS D1.1, Section 4.1.1, shall be consistent for each pass in a weld joint and shall in no case vary by more than +/- 10 percent for travel speed, +/- 10 percent for amperage, and +/- 7 percent for voltage as measured from a predetermined target value or average within each weld pass. The travel speed shall in no case vary by more than +/- 15 percent when using submerged arc welding."

    It is our understanding of this paragraph that the percentage variation in the three listed parameters (i.e. travel speed, amperage, voltage) from predetermined target values is a restriction imposed only within each individual pass, and is NOT to be imposed from one weld pass to another, even within the same weld joint. Conversely stated, travel speed, amperage and voltage may vary by more than +/- 10 percent, +/- 10 percent, +/- 7 percent respectively when comparing the parameters of one weld pass to another weld pass.

    Is our understanding correct?

    The bidder's understanding of the restrictions imposed on the welding parameters is incorrect. The average travel speed, amperage and voltage for each pass may not vary by more than +/- 10 percent (+/- 15 percent for SAW), +/- 10 percent, +/- 7 percent respectively when comparing the parameters of one weld pass to another weld pass. In order to control and minimize the amount of variation, Caltrans has established these tolerances on the maximum permitted variation to ensure the average value is representative of the entire test plate. WPSs using multiple zones or multiple processes within a weld joint may be qualified with the approval of the Engineer. In such cases, each zone must comply with the 10-10-7 rule. Examples of zones would be root, hot pass, fill passes, and cover pass. It may be beneficial to weld each of these different zones at various heat input levels.

    79.0

    Within the permits for the overall Bay Bridge Project, there are some 617,000 cubic yards of dredging materials to be disposed of in three different locations. Can you tell us (A) how much of the allowable total permitted yardage has been dredged from previous contracts and (B) how much room if any of each of the three disposal sites are available to use on this contract?

    A) Approximately 64 percent of the permitted amount has been dredged.

    B) Availability at the three sites are:
    • In-Bay (Aquatic Disposal) : Attention is directed to Section 10-1.43 "DREDGING," subsection "In-Bay (Aquatic) Disposal," for the remaining authorized quantity of dredged material disposal at the Alcatraz disposal site.
    • Ocean (Aquatic) Disposal : Approximately 49 percent of the authorized quantity of dredged material disposal at the deep ocean disposal site is available for this contract.
    • Other Upland Disposal Sites : There is no limit for upland reuse/disposal of dredged material in the permit for the Bay Bridge projects.

    80.0

  • back to top
  • Since dredging is allowed to provide marine access, when we dredge the Contractor Access Area shown on sheet 34 of 643 for barge floatation, (A) will this area have to be refilled to Original Grade as the existing permits allude to, or perhaps for the relocation of the access roadway to the north of it’s present location? (B) If dredged material is to be replaced, is a particular fill material mandated?

    Dredging areas will not have to be refilled to original grade for this contract.

    81.0

    Special Provision #10-1.41 – “Earthwork.”

    The second paragraph states that “Seal course shall not be used for pile construction. Leveling concrete, not more than 0.3 meter thick, may be placed in the bottom of excavations.”

    a) Does this mean that no seal slab concrete will be allowed to be placed below the bottom of the Leveling concrete?

    b) Our understanding is that the Seal course shall not be used for Cast-In-Steel Shell Piling construction but could be used for cofferdam construction. Is our understanding correct?

    a) No seal slab concrete will be allowed to be placed under the leveling concrete.

    b) No seal slab concrete will be allowed to be placed under the leveling concrete in the cofferdam.  

    82.0

    Bid Item 90: Furnish 1.8 M CISS Piles

    The above bid item list the qty of pile as 4899 meters.

    The pile data chart on sheet 129 of 643 provides the specified tip elevations of the piles.

    Sheets 162 & 164 of 643 provide details and info to determine the pile cut-off lines.

    a) Using the above data and info the total meters of fabricated 1.8m piling comes out to 4721.7 meters versus the engineers estimate of 4899 meters. If the 4721.7 meters is correct, where does the extra meters come from?

    b) There is a statement in the special provisions under "measurement and payment" of piling that "the length of piling to be paid for includes lengths that monitored piles are re driven". Is this where the extra length comes from?

    a) The Engineer’s estimate appears to be correct.

    b) No allowance has been made in the Engineer’s estimate for re-driving of piles.

    83.0

    Typical Sections for the Eastbound and Westbound superstructure, Drawing sheet No. 201 to 204, shows "610 dia access opening at Intermediate diaphragms only, typ". Plan view of Westbound Girder layout, Sheet No 207, doesn't show any access opening at Intermdiate diaphragms. However, the plan view of Eastbound Girder Layout, Sheet No. 211, shows 610 dia access opening through each intermediate diaphragms between longitudinal girders. Please clarify the location of girder access openings through intermediate diaphragms for the Westbound Structure.

    The 600 mm diameter access openings are required in intermediate diaphragms adjoining all cells which have utilities. Please see Intermediate Diaphragm Details, Partial Elevation on Plan Sheet 209/643.

    84.0

    Special Provision 5-1.27 – “Payments” Item E – Establish Marine Access - allows for a maximum value for Partial Payments for Bid Item #2 of $7,840,000. Considering the tremendous cost of equipment and materials to access portions of the work from the water as well as establishing land access from a trestle, the maximum value allowed is considerably lower than necessary. We urge a review of the established maximum amount and suggest a revised Partial Payment for Marine Access in excess $10,000,000. Will Caltrans revise the maximum amount to be paid for Establish Marine Access to a more reasonable value?

    The maximum value allowed for Item E- "Establish Marine Access" has been reviewed and will not be revised.

    85.0

  • back to top
  • a) Will CalTrans perform the Turbidity Control for Dewatering in Special Provisions Pages 203-207?

    b) In The SMP (SMP-4) water sampling is performed by taking grab samples. However, it is stated that if any receiving water limit is exceeded confirmation sampling will be taken within one hour and every hour after until such exceedence has been corrected. This will not be possible with a grab sample does the SMP really mean that water sample will be taken insitu with a water quality multi-parameter sonde to achieve the requirements in the contract?

    c) Is CalTrans performing the SMP or is that on the Contractor?

    d) Since there is no action item for Dissolved sulfides, is it necessary to take a sample?

    e) Can Total Suspended Solids be substituted for Turbidity if a correlation between the two is established?

    The contractor shall be responsible for implementing turbidity control measures for all construction activities. The SMP (Self-Monitoring Program), which is included by reference in the Waste Discharge Requirements (Order No. R2-2002-0011) for the project, applies to dredging, fill placement, and other construction activities that cause sediment suspension. Caltrans will be responsible for performing the required monitoring in conformance with the SMP. A multi-parameter sonde will be used.

    Dewatering is excluded from coverage under the SMP, but must comply with other provisions of Order No. R2-2002-0011, Caltrans' General NPDES Permit No. CAS000003, and Section 10-1.05 NON-STORM WATER DISCHARGES of the contract special provisions. If it is confirmed that the water quality limitations are exceeded during dewatering discharges, the discharge must stop immediately. Therefore, additional hourly sampling does not apply for dewatering. Caltrans will be responsible for compliance monitoring of marine-based (below MHW) excavation dewatering discharges. The contractor shall be responsible for compliance monitoring of land-based excavation dewatering discharges.

    There is no specification in the permits regarding total suspended solids. Caltrans will submit requested permit changes proposed by the contractor. However, Caltrans cannot guarantee that a permit amendment will be issued by the permitting agencies.

    86.0

    Special Provisions Section 1-1.50, PILING, page 296 under paragraph STEEL PIPE PILING, subparagraph STEEL PIPE IN CONFORMANCE with API SPEC 2B, states that: “A. Each length of steel pipe piling shall be marked with the API monogram.”

    Many manufacturers are capable of producing piling which meets the chemical, physical and other technical requirements specified in API SPEC 2B. However, the requirement for an API monogram severely restricts the number of manufacturers and may result in much higher cost to the state. We request that the requirement for the API monogram be deleted

    The bidder's concern is noted. An addendum is not currently planned for this element of work.

    87.0

    Per the Standard Specifications for Construction of Local Streets and Roads. Section 55-3.17 WELDING Bullet Point 6 states the following:

    "All weld surfaces shall be ground smooth and flush when nondestructive testing is required."

    Section 55 in general pertains to structural welding per AWS D1.5. The 1800mm DIA CISS PILING is governed by Section 49 that pertains to Piling and AWS D1.1.

    It is our understanding that no grinding is required on the Piling beyond what is dictated by AWS D1.1. Is our understanding correct?

    Per Special Provisions Section 10-1.50, "Piling" : Unless otherwise specified, welding of any work performed in conformance with the provisions in Section 49 "Piling" of the Standard Specifications, shall be in conformance with the requirements of AWS D1.1.

    88.0

    Drawing E-178 shows the Strong Motion Detection System downhole array location immediately south of new Pier E22R. Sheet Note 2 on E-178 states, “CGS shall determine exact location.” Note 1 on E-178 indicates, “Exact location of downhole array to be determined in field by Caltrans Engineer & CGS”. Spec page 451 also indicates a location, “…as shown on the plans at the Southeast end of the bridge approximately 300 meters from East bridge abutment or as directed by the Engineer and CGS…” The location chart on E-180 indicates “Oakland WB Sta 86 + 3.05” and continuing at intervals of 3.05M. It appears from Drawing L-1 and L-2 that the existing elevated portion of WB Route 80 will likely be above the location of some, if not all, of the downholes as shown on E-178.

    Please clarify if the final location of some downholes will be located with restricted drilling and installation headroom from the overhead bridge or will the downholes be determined to be located in an unrestricted location.

    As indicated in Note 2 of plan sheet E-178 and as noted in the remarks column of the Strong Motion Detection System Sensor Schedule table on plan sheet E-180, CGS will determine the exact locations of the down holes for the downhole array. As indicated in General Note 1 of plan sheet E-178 and as indicated in the Special Provisions Section 10-3.24, "Strong Motion Detection System," subsection "Order of Work," subsection "Install Seismic Monitoring Casing," paragraph one, the Engineer will determine the exact locations in consultation with CGS and communicate the coordinates to the Contractor.

    No restrictions on drilling due to location selection or overhead conflict with existing structures is expected and bidders are advised to prepare bids accordingly.

    89.0

    Contract drawings indicate a requirement for 15 kV cable, 1/C #4/0, EPR insulation. Addendum No. 3, Short Circuit Study assumption D., indicates, “…medium voltage…shielded cables with 133% insulation…” We have been unable to locate any other specification for 15 kV cable, splices and terminations. Further, there appears to be no specification covering 15 kV cable installation requirements at manholes, such as racking, insulators, fireproofing, slack loops, shield grounding/bonding at splices, etc. Please provide specifications for the referenced items.

    Information for the 15kV cable can be downloaded at
    http://www.dot.ca.gov/dist4/construction/contracts/04-0120L4/15kV_information.pdf

    Or click the link below:

    90.0

  • back to top
  • Please provide manufacturer information for Slotted Plastic Line Drain (SPLD).

    It is the Department's policy not to promote specific manufacturer. It is the contractor's responsibility to furnish materials that meets the contract's specification.

    91.0

    If this project is going to be bid on the current date of June 5, 2007, there are numerous important Contractor’s Inquiries yet to be responded to. Several of these items may require additional estimating time to fully prepare a thorough bid proposal.

    When will all of the current inquiries be responded to either on the web site or addressed in a forthcoming Addendum?

    Bidders should note that all inquiries are thoroughly investigated and every effort is made to provide timely and conclusive responses.

    As of May 24, 2007 there are four addenda for this contract. There are no plans for more addenda or a bid opening extension.

    92.0

    SHEET 117 OF 643 "Epoxy Coated Reinforcement:" note states that "All reinforcement in footing, pedestals, columns . . .". Are the CISS pile rebar cages considered as part of the footing and, therefore, epoxy coated (Bid Item 130) or are these rebar cages non-epoxy coated (Bid Item 128)?

    The CISS pile reinforcement is considered part of the footing and shall be epoxy coated.

    93.0

    Regarding BI#53, our calculations show that we'll need an acre. Can Caltrans revisit this issue? We can't even propose a bid with the given restrictions.

    Bids must be based on existing permits. You may request changes to the permit and we will work with you in an effort to secure those changes. Agency approval is not guaranteed.