CONTRACTOR'S INQUIRY RESPONSES

February 19, 2004

CONTRACT NO. 04-0120E4
CONSTRUCT SAS T1 & E2 FOUNDATIONS
County Route: SF-80-8.3/8.5

 

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.



Total Number of Inquiries: 101

Inquiry Index
20 | 40 | 60 | 80 | 100
Inquiry No. Inquiry Response

1.0

The pile details for the 2.5 M CIDH concrete piles with permanent steel casing do not provide details for the isolation material which is shown on drawings (sheets 32 and 52 of 115). Special Provisions Section 10-1.23 Piling, is also silent on the isolation material with respect to material and installation. Please provide the required details and specifications. (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

Specifications addressing the isolation material are contained in Section 10-1.22, "Earthwork", subsection "Isolation Material" of the special provisions. The Contractor shall select the isolation material that meets the requirements of the special provisions and shall submit working drawings of the proposed isolation material as stated in the special provisions.

2.0

Per Special Provisions 10-1.31, Steel Structures: Page 217 , Surface Preparation .

Special Provisions indicate that the Tower Anchor Bolts are bolts. Special Provisions indicate that all bolted connections , contact surfaces and inside surfaces of bolt holes shall be cleaned and coated before assembly in conformance with the provisions for cleaning and painting structural steel of special provisions . Is the interface between the Anchor Bolts ( Anchor Rods ) the end plate and welded keeper washer / restrainer plates considered a contact surface that will require sandblasting , cleaning and painting per structural steel special provisions ? If the answer is “ Yes “ , With the weep holes and other obstruction that are in close proximity of the contact surface paint region , will over spray be allowable and if so please define ? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

The end plates (Anchor Bolt Elevation View, Sheet 63 of 118) do not require undercoating.

The components that are required to be cleaned and painted are shown on the Plan Sheet 64 of 118. These are the Dowels and the Dowel Stiffener plates.

3.0

Per Special Provisions 10-1.31, Steel Structures, Materials : Page 216 Tower Anchor Bolts . Contract Drawing 63 of 115

Special Provisions indicate that the Dowels shall conform to ASTM Designation: A633M, Grade E with supplemental Requirements S1 at frequency P, 34 J at - 7C . Sheet 63 of 118 indicates that the dowel will be welded to the Pile cap “top plate” and the dowel stiffener (55mm) plates welded to the top plate and to the dowels . Our reference material indicate that ASTM A633/A633M is the standard Specification for Normalized High-Strength Low-alloy Steel Plate . This means that these dowels will all need to be machined from 150mm plate ( 6“ ) material and welded as indicated . Please confirm that this is the intent of the design ? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

The design requires that the dowels conform to the specified ASTM Designation. Machining the dowels from the specified A633 plate is acceptable.

4.0

What is the general prevailing wage rate for tugboat operators who provide services for construction work? What classification of craft they fall under? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

The correct craft is the Operating Engineer (Heavy and Highway Work) under the Group 2 Classification: “Licensed Construction Work Boat Operator, On Site.” The applicable wage rates are published by the Department of Industrial Relations and are available on the Internet Web Site: http://www.dir.ca.gov/DLSR/statistics_research.html

5.0

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  • Are boat operators, providing services for construction work, subject to prevailing wages? What is the labor rate for boat operator? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    Yes, boat operators providing services for construction work are subject to prevailing wages. The correct craft is the Operating Engineer (Heavy and Highway Work) under the Group 2 Classification: “Licensed Construction Work Boat Operator, On Site.” The applicable wage rates are published by the Department of Industrial Relations and are available on the Internet Web Site: http://www.dir.ca.gov/DLSR/statistics_research.html

    6.0

    Which components of this contract are required to be painted as part of Bid item 28 – Clean and Paint Structural Steel? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    The components that are required to be cleaned and painted are shown on Plan Sheet 64 of 118. They consist of the dowels and the dowel stiffener plates.

    7.0

    SP 5-1.017 Contract Bonds calls for a payment bond equal to 100 percent of the total amount payable under the contract. SS 3-1.02 Contract Bonds requires two bonds: a payment bond to be equal to the contract price and a performance bond to be equal to one half of the contract price. Does the 50% performance bond requirement still apply to this contract? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    Yes, the 50% performance bond specified in Standard Specification 3-1.02 is required in addition to the 100% payment bond.

    8.0

    SP 10-1.10 "Time Related Overhead", page 151, fifth paragraph states, "Full compensation for additional overhead costs incurred during days of inclement weather when the contract work is extended into additional construction seasons due to delays caused by the state shall be considered as included in the time related overhead paid during the contract working days, and no additional compensation will be allowed therefor." How can a contractor include additional overhead costs for delays caused by the state? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    In accordance with Section 10-1.10, "Time Related Overhead, of the special provisions, the TRO lump sum associated with the originally specified base contract period is an average which should take into account, among other things, inclement weather non-working days anticipated to occur during said base contract period. Accordingly, regardless of whether a Department or Contractor delay extends the contract work into additional construction seasons, the bid price for TRO should already account for a number of inclement weather non-working days which would be expected to be realized during an additional construction season.

    The contract lump sum for TRO will be adjusted only in accordance with Section 10-1.10, "Time Related Overhead," particularly paragraphs 12 and 17, of the special provisions.

    9.0

    SP Page 165 Isolation Material: How long must this material remain “insoluble, nonpoisonous, and stable underwater”? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    The isolation material shall exhibit its specified characteristics of being insoluble and stable until the pile has been placed and grouted into the rock formation. However, it shall always be non-poisonous.

    10.0

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  • Is the steel downhole casing paid for under Bid Item 29 or 30? Bid item 29 is called “Furnish and Install Steel Downhole Casing E” yet SP 10-1.35 Miscellaneous Metal (Bridge) states that this item shall consist of:

    A. Steel downhole casing E
    B. Fender ladders (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    See Section 10-1.35 Miscellaneous Metal (Bridge) of the special provisions. The steel downhole casing shall conform to the requirements of Miscellaneous Metal (Bridge). Paragraph 7 provides for payment for furnishing and installing the steel downhole casing, so it will be paid for under Item 29.

    11.0

    Sheet No. 39 of 118, Note 3 states that Through Thickness Properties for the main webs are only required for a length 500 mm on each side of the secondary to main web connections. Are GW1, GW2 and GW3 the only “Main Webs”? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    GW1, GW2, GW3, and GW9 are main webs. See plan sheet 39 of 118 and reference to Detail J on plan sheet 35 of 115.

    12.0

    Are there any other “Main Webs” where this is required? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    GW1, GW2, GW3, and GW9 are "main webs". See plan sheet 39 of 118 and reference to Detail J on plan sheet 35 of 115.

    13.0

    Are Through Thickness Properties required at the Main web to Sleeve connection? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    See Note 11 on Plan Sheet 35 of 118 which states in part: "Steel for 3000 Dia sleeve joint cans and 3000 Dia pile sleeves shall have through thickness properties."

    14.0

    Despite the critical nature of the foundation for Pier T1, there is only one boring taken within the footprint of the footing. The elevation specified to seat the permanent casing in bedrock appears to have been chosen from extrapolation between this boring and the other borings surrounding the footing. The geotechnical conditions at each pile location are crucial in determining the location of competent rock for seating the permanent casing so should not be left to discovery during the drilling and casing installation. Attempting to find and define bedrock during construction will lead to very large additional costs and delay the project. We request that the time be spent now to perform borings at each of the actual pile locations to better determine the lengths of the permanent casings, the depth of the oversize holes, and the length of the rock sockets. (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    The data from the nearby borings and the detailed 2-D and 3-D marine geophysical surveys in the tower footing area provide adequate information to establish the bedrock elevation across the Pier T1 footing. The bidder is referred to the Final Marine Geophysical Survey report and the Final Marine Geotechnical Site characterization report (which are included in the bid package) for details regarding the geophysical survey and the integration of the geophysical data with the geotechnical data.

    15.0

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  • Note 4 on Sheet 34 of 118 states the contractor may propose a bolted splice in the connector between the two halves of pier E2 that “shall meet or exceed the strength of a CJP butt splice.” Through acceptance of the bolted splice, does CALTRANS retain design responsibility for the bolted splice? What are the values of the design loads that the splice is required to accommodate? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    If the Contractor proposes a bolted splice, then the Contractor accepts design responsibility for that connection. As stated in Note 4 on plan sheet 34 of 118, the bolted connection strength "shall meet or exceed the strength of a CJP butt splice." Hence, connection loads are not required to design an equivalent connection.

    16.0

    If the tip of the temporary casing is below elevation –22m and the tip elevation of the permanent casing remains at elevation –30m, is there still a requirement to grout 8 meters of the permanent casing? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    If the tip of the temporary casing extends below Elev. -22m but above elevation -30m, the permanent casing shall be fully grouted to the formation to elevation -22m.

    17.0

    If grout is placed between the temporary casing and the permanent casing, is the temporary casing required to be pulled or is it to be cut off? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    The Contractor may leave the temporary casing in place provided it is cut off 1 m above OG.

    18.0

    Fabricated Steel Pipe Specs states "weld filler metal shall conform to AWS D1.5 for A 709m grade 345." AWS D1.5 Table 4.1 allows SAW welding, while Table 4.2 allows GMAW welding. Can we use a combination of both processes GMAW and SAW for the piling work? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    The GMAW, SAW, and a combination thereof are allowed by the AWS code as long as the procedures are qualified and the short circuiting method is not used. The special provisions do not allow GMAW process for field welding so the usage is limited to shop welds.

    19.0

    Are the studs shown on footing details sheets epoxy coated ? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    No. The studs are not epoxy coated.

    20.0

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  • Pile/Sleeve Connector Plate Requirements: Design Drawings Sheets 40 and 48 of 118. A Pile could potentially be out of center by as much as 90 mm within the pile centralizers as designed. This means that the Pile / Sleeve Connector Plate width may be need to be 90 mm wider or narrower from the nominal at any given location.



    a. It is not practical to field measure each location after piles are driven and notches cut, then fabricate the connector plates to fit. Is it permissible to fabricate all the connector plates to the greatest potential width and let them run wide in locations where the full width is not needed?



    b. The diameter (130 mm) of the notch in the top and bottom of the connector plate could potentially be wider than the space between the pile and sleeve (95 mm min) on the narrow side of an off center pile. Is this acceptable, or should the radius of the notches be adjusted?



    c. Is it permissible to drill holes or attach lugs by welding to the connector plate portion that extends beyond the slots on either side for erection aids? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    a) Pre manufacturing overwidth connector plates are acceptable provided that adequate clearance to any web plate, tie-down or rebar is provided prior to concreting.



    b) The R=65 (130 dia) notch shall remain constant. The notch may encroach into the pile and sleeve area (but not the weld area). The notch shall be centered within the annular space and thus the equal dimensions may be negative.



    c) Drilled holes in the pile/sleeve connector plates within the 40mm minimum outstand shown on the plans are not allowed. However, the Contractor may extend the width of the plates to suit his installation procedures. Welded lugs attached to the plate ends are permissible.

    21.0

    Non-standard Weld Joint: Design Drawings Sheets 40 and 48 of 118. Slots cut in Pile and Sleeve are dimensioned at 70 mm wide. Pile sleeve connector plate is specified at 65 mm thick. This results in a theoretical 2.5mm root opening on each side of the connector plate after installation, and a potential root opening of 5 mm on one side depending on the fit up. AWS D1.5-95 allows for only 2 mm 'as detailed' root opening and an additional 3 mm (totaling 5mm) 'as fit up' for standard joint details for this PJP weld.

    Please confirm the 2.5 mm 'as detailed' root opening - per the design - supersedes the AWS D1.5-95 requirements, and that the design configuration can still be used as a prequalified standard joint as defined by AWS D1.5-95, or alternatively, please confirm that this is considered a 'non standard joint' and that the conditions of AWS D1.5-95 and the special provisions section 8.3, page 118, paragraph 2 apply to the joint as designed. (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    In accordance with special provisions Section 10-1.31, under subsection FIELD WELDING OF PILE/SLEEVE CONNECTOR PLATES, these joints are not considered pre-qualified. Section 10-1.31 states: Prequalified welding procedures are not permitted. All field welding procedures shall be qualified by testing as required by AWS D1.5 and these special provisions.

    22.0

    Pile/Sleeve Connector Plate Flatness: Design Drawings Sheets 40 and 48 of 118. The Pile / Sleeve Connector Plate is 65 mm thick and must pass through two slots that are 70 mm wide. The length of these plates is 1500 mm (T1) and 2000 mm (T2). AISC Mill Flatness Tolerances for these plates allows variations of 1/2" in 60" length (attached for reference). Therefore, standard mill rolled plates may not, in practice, fit through the slots as designed. Please confirm and specify that Pile / Sleeve Connector Plates must be machined to specified flatness in order to maintain erectability and proper fit. (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    It is the responsibility of the Contractor to ensure that the fabrication and erection methods used meet the requirements of the plans and special provisions.

    23.0

    The 150 mm dowels are specified on sheet 20 of 118 as fabricated from plates ASTM A633, Grade E. Machine shops are telling us the standard used for dowels is ASTM A 576. Please indicate if the dowels from A 576 are acceptable ? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    Dowels from ASTM A576 plate are not acceptable.

    24.0

    Reference general notes No.1, sheet 20 of 118. Dowels: ASTM A633, Grade E. The specification for the dowel material is a plate spec. and does not apply to round stock. Machining plate material is impractical. Please advise what ASTM specification for the dowel material should use? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    The design requires that the dowels conform to the specified ASTM Designation. Machining the dowels from the specified A633 plate is acceptable..

    25.0

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  • Section 5-1.14 "Monitoring" of the Special Provisions references Project Special Forms #100-400 (4 forms) to be submitted intermittently throughout the project. We can not find a sample of these forms either in the Special Provisions or on the website. How can we view these forms? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    These forms are available on the Information Handout CD #1. They are also provided By Clicking Here for your reference.

    26.0

    The answer to Inquiry #50 states that "boat operators" are subject to prevailing wages while the answer to Inquiry #4 refers to "tugboat operators". Are operators of the Engineer's boat and other crew boats subject to prevailing wages? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    Yes, all are considered covered workers. The correct craft is the Operating Engineer (Heavy and Highway Work). The Licensed Construction Work Boat Operator, On Site is covered under the Group 2 Classification, the Deck Engineer is covered under the Group 6 Classification and the Deckhand is covered under the Group 8 Classification. The applicable wage rates are published by the Department of Industrial Relations and are available on the Internet Web Site: http://www.dir.ca.gov/DLSR/statistics_research.html

    27.0

    Are deckhands on tugboats subject to prevailing wages? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    Yes. The Deckhand is covered under the Group 8 Classification

    28.0

    Are deckhands on the Engineer's boat and other crew boats subject to prevailing wages? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    Yes. The Deckhand is covered under the Group 8 Classification

    29.0

    Please define precisely which tugboat services are covered by prevailing wage requirements for this project. Are tugboats transporting materials to the jobsite from offsite locations covered? Are tugboats transporting empty barges to offsite locations covered? Are tugboats moving barges to and from moorings covered? Are tugboats transporting scows used for carrying dredge spoils covered? Are tugboats that are not 100 percent dedicated to the project covered? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    Are tugboats transporting materials to the jobsite from offsite locations covered? If the tugboats are owned and operated by a bona fide commercial materialman and are used exclusively for the delivery of material, the work would not be considered covered. However, if the tugboats are owned and operated by the prime or a subcontractor, the work would be considered covered. Labor Code Section 1772 states: "Workmen employed by contractors or subcontractors in the execution of any contract for public work are deemed to be employed upon public work".

    Are tugboats transporting empty barges to offsite locations covered? Yes. Transporting empty barges to offsite locations is integral to the completion of the public work. Labor Code Section 1772 states: "Workmen employed by contractors or subcontractors in the execution of any contract for public work are deemed to be employed upon public work".

    Are tugboats moving barges to and from moorings covered? Yes. Tugboats moving barges to and from moorings is integral to the completion of the public work. Section 1772 of the California Labor Code states: "Workers employed by contractors or subcontractors in the execution of any contract for public work are deemed to be employed upon public work".

    Are tugboats transporting scows used for carrying dredge spoils covered? Yes. Tugboats transporting scows used for carrying dredge spoils is integral to the completion of the public work. Section 1772 of the California Labor Code states: "Workers employed by contractors or subcontractors in the execution of any contract for public work are deemed to be employed upon public work".

    Are tugboats that are not 100 percent dedicated to the project covered? Yes, although they would only be deemed covered for the time spent in work associated with contract. Section 1772 of the California Labor Code states: "Workers employed by contractors or subcontractors in the execution of any contract for public work are deemed to be employed upon public work".

    30.0

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  • Special Provisions page 190: Pile Weld Beads "C. The minimum reentrant angle between the base metal and the weld bead is 90 degrees." Question: Does this mean that the weld bead can roll over onto the plate and a good smooth transition is not allowed? If this is true, what is the criteria for evaluating MT tests for a toe crack? How are nonrelevant indications from the corner in this situation supposed to be dealt with?

    Pile Details No. 1 and 2: What is the actual shape of the weld beads supposed to be at the proper sizes? Does the width dimension need to be at the top of the weld when at proper height, or is this the base width letting the bead narrow as passes are added?

    Pile Details No. 1 and 2: What are the tolerances for centerlines of the weld beads. Is this a matter of a total number of beads or the need for uniform weld placement the entire length of the piling? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    a. A minimum re-entrant angle of 90 degrees is required, but may be greater than 90 degrees to form a smooth transition between the weld and the base metal. If apparent non-relavent indications are found at the toe of the weld by MT, that area must be investigated by grinding and then re-testing by MT.

    b. The basic weld bead shape should be at a 1:2 (H:W) ratio. The width is as measured at the base and may narrow as passes are added.

    c. The spacing should be as uniform as possible (i.e. +/- 6-8mm). It is recognized that some beads may encroach upon a girth weld and thus may be moved to straddle those particular locations. The total number of beads should be supplied as indicated on the plans.

    31.0

    In order to machine the 150 mm dowels from ASTM A633 , the plate thickness needs to be betwwen 6.25 and 6.50 inches. ASTM A633 only covers plates uo to 6 inch thick. Is a plate thickness greater than 6 inches acceptable ? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    Thicker plate sections may be used provided all specification requirements are met for a 6" thick plate conforming to ASTM A633, Grade E. Material test reports should cite A633, Grade E, but may indicate "Modified" because of the thicker plate used.

    32.0

    In reference to bid item 17, Marine Pile Driving Energy Attenuator, will a system by Gunderboom as shown in the Pile Demonstration Project Construction Report be allowed as an equal to the system specified in the special provision 10-1.25?

    This system varies from the specified system as follows:

    a. There is only one layer of pipe at the mud line for this water depth.

    b. The bubble flow is contained within vertical curtains.

    c. The air requirement of 3 cm/M per meter of pipe is not applicable and the system’s needs will substantially less.

    (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    The Gunderboom system as shown in the Pile Demonstration Project Construction Report as proposed above does not meet the system requirements specified in the special provisions Section 10-1.25 and therefore it is not an acceptable alternative.

    33.0

    We would like to substitute ASTM A633 Grade C to the specified ASTM 709 Grade 345. (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    The question seems to ask if ASTM 709 Grade 345 steel may be substituted for the specified ASTM A633 Grade E. The answer is no. Steel shall be provided as specified. There is no ASTM A633 Grade C steel on this contract.

    34.0

    Will this project be subject to any special U.S. Department of Labor (DOL) requirements, such as those required under DOL's "Mega Project" Designation? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    Attention is directed to section 14 of the Special Provisions. In accordance with Section 7-1.01, "Laws to be Observed," of the Standard Specifications, the Contractor shall comply with all laws, regulations, and requirements imposed by the U.S. Department of Labor (DOL). Bidders are encouraged to contact the Employment Standards Administration, Office of Federal Contract Compliance Programs, Oakland District Office, 1301 Clay Street, Suite 1080N, Oakland California 94612, (510)637-2938 or (510)637-2938 Ext. 31 for information regarding DOL requirements. Bidders are cautioned to get all responses in writing.

    35.0

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  • The notes and details on sheet 39 of 115 are in conflict with each other. The “Steel Pile Sleeve Detail” calls for the 8 connector plates to be “equally spaced” yet Note 5 states that “Pile/sleeve connector spacing shall be modified to avoid conflict with web plates and/or better access for welding. The contractor shall submit the modified layout to the Engineer for review and approval.” We have assumed that where the installation, welding and testing of the connector plates is unobstructed, the spacing will be 45 degrees from each other. Where there is interference, the connection plates can be moved to the nearest location where they can fit without interference regardless of the spacing. Is this acceptable to the engineer? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    The bidder's interpretation is correct. However, the Engineer's review and approval of the modified layout is required.

    36.0

    Caltrans has stated that we do not need to know whether any members are subject to tension stresses or reversal of stress. We have been directed to read the specification and inspect as directed. On page 221 under "Acceptance" we are directed as follows, “For purposes of acceptance, all welds shall be considered to sustain tension, except for those otherwise shown on the plans.”

    a. The following conflict exists, in section 8-3.01 on page 117. In item “B” we are directed as follows; “Welds indicated to be subject to tensile forces that receive Radiographic Testing (RT) shall be ground smooth and flush on both sides by the contractor prior to RT.” It appears clear by this that we must know what is and what is not a tension weld?

    b. It is unclear from the wording in “Acceptance”, on page 221 if the welds in the structures are actually subjected to tension or if they are only inspected to this requirement? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    As noted in the special provisions pg. 221, under "Acceptance", all welds shall be considered to sustain tension unless otherwise shown on the plans. All requirements for tension welds shall apply.

    37.0

    Per Section 2-1.05 of the Special Provisions, you give $100,000 to prime contractors who bid on the contract. What about subcontractor's stipend? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    The bidder compensation will be provided to prime contractors who provide bids to the Department on the project. There is no prohibition on sharing that compensation with subcontractors.

    38.0

    The response to Bidder Inquiry No. 33 is not correct. The question to be answered is this: Would ASTM A633 Grade C be an acceptable alternate to ASTM 709 Grade 345? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    ASTM A633 Grade C is not an acceptable alternate to ASTM 709 Grade 345.

    39.0

    Worker's Compensation has increased 200-300% in the past two years for companies in California. This has happened to companies with excellent safety records. These increasing costs can only be absorbed if added to shop labor rates. If a California company tries to amortize these costs in a competitive bid against companies from Washington, Oregon, Utah, Colorado, Idaho and Texas that are not faced with California Workers Comp., they won't be close. A California company cannot absorb these costs and they cannot be competitive with these costs. In essence it means that a California company has to layoff California workers, because it cannot afford to do work on California projects in the State of California in which it pays California Taxes. In light of this extreme disadvantage, can the owner offer any preferences, relief and or stabilizing percentages to Californian companies to offset and balance these costs to equalize the bids received from companies in other states that have better systems than California? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    Federal highway statutes and regulations prohibit state highway departments from imposing requirements which may operate to restrict competition among responsible bidders, whether resident or non-resident of the state. The "California Company" preference as set forth in Public Contract Code Section 6107 may operate to so restrict competition. Thus, its use is not authorized by 23 USCA 112, 23 CFR 635.110(b), nor 23 CFR 635.112(d) and is not applicable to federal-aid highway projects. As Section 6107(e) expressly provides "[t]he provisions of this section do not apply if application of this section might jeopardize the receipt of federal funds..."

    40.0

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  • The tolerance for anchor bolt pipe sleeve is 1:2500 for plumbness. Can this tolerance be relaxed to 1:1000 to allow timely completion of the T1 footing? (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    The plumbness tolerance for tower anchorage anchor bolt pipe sleeves shall be maintained at 1:2500. This tolerance is required to ensure proper fit with the tower base plate which will be fabricated and erected by Others.

    41.0

    The as-fabricated survey is required of the anchor bolt pipe sleeves, the anchor bolts and the dowels. Since the footing is fabricated offsite, we understand the coordinates required are relative to a point on the top plate. Please confirm the as-fabricated survey is not required after the footing is set on site. (This inquiry was submitted during previously advertised version of this contract, and is provided for information only.)

    The coordinates of the as-fabricated survey for the tower anchorage anchor bolt pipe sleeves, anchor bolts and dowels are relative to a point on the top plate. As-fabricated survey is not required after the footing is set on site.

    42.0

    The basis by which the Department will use in determining whom to award this contract should be addressed. We do not believe that other contractors should be additionally penalized by having to bid on the number of listed work days with a "B" portion daily rate of $50,000. We believe that this $50,000 daily rate is substantially too high and doesn't relate to actual costs to Caltrans, and could create a distinct bid advantage to the East Span contractor. In order for Caltrans to be guaranteed other comparable competitive proposals, we strongly suggest a more reasonable "B" daily rate in the range of $10,000/day be considered.

    "A+B" Bidding no longer applies on this contract. Please refer to Addendum 2.

    Bidders are advised to anticipate addenda regarding this element of work.

    43.0

    Bid Item #38, Establish Marine Access, has a maximum progress payment amount established at $5,000,000. This is grossly inadequate for the amount of investment required for the significant amount of support and marine equipment necessary to service this project as well as the design and construction of a substantial access trestle. The specified pile hammer with a rated energy of 1700kJ alone has been initially quoted at cost in excess of $6,000,000. Even though the work is confined to two piers, the same investments must be made to support a complete marine fleet and required support equipment as would be necessary for larger projects with the same required work scopes. We urge a review of the current capped amount for marine access and suggest that a much more realistic amount of $15,000,000 be allowed.

    The cap for Establish Marine Access has been increased to $15,000,000. Please refer to SP 5-1.25 in Addendum 2.

    Bidders are advised to anticipate addenda regarding this element of work.

    44.0

    In Section 10-1.31, Steel Structures, it requires erectors to be certified under AISC Quality Certification Program, Category Case, Certified Advanced Steel Erector. The pile caps on this project relate to a marine erection condition rather than to a conventional land-based steel bridge erection. To impose only the use of a select few AISC certified erectors for this highly specialized project appears unnecessary. The current AISC certificated list of contractors is a very limited group from which to elicit interest, much less actually receiving a complete quotation on a specialty project such as this. It appears that none of those certified are even based in California. To require a non-certified general contractor to utilize an erection subcontractor from only the certified list will severely limit options, likely affect the overall schedule as well as increase the pricing of the steel erection and welding on this project. The enormity of handling a 2,500 ton steel pile cap of beyond the comprehension of most general contractors and likely beyond what a small group of specialty subcontractors has ever experienced. We urge a waiver of the AISC certification requirements for the steel erection and welding as currently stated.

    The AISC certification requirements have been removed for steel erectors. Please refer to SP 10-1.31 in Addendum 2.

    Bidders are advised to anticipate addenda regarding this element of work.

    45.0

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  • Is there any way Caltrans can separate this contract into two separate bids - one for each pier? This would promote further competition with prime contractors, as well as subcontractors, who can bid the work in smaller increments.

    Although the Department is committed to small businesses and encouraging competition, further breaking up the foundation work may create undesired complexities in the corridor.

    46.0

    Can we get a copy of the piledriving logs/records for the piledriving on the SFOBB Skyway contract?

    The Skyway piles which are expected to have the most similar driving characteristics to those of E2 have not been driven yet. Refer to "Pile Installation Demonstration Project (PIDP) Geotechnical Report", "Geotechnical Foundation Recommendation Report," and other site characterization reports included in the T1 & E2 Information Handout. These reports contain pile driving information at locations closer to the E2 site than Skyway pile driving to date. Logs for Skyway pile driving closest to E2 will be provided if they become available prior to bid opening.

    47.0

    Can we get a copy of the pile drilling logs/records for the SFOBB W2 Foundation contract?

    Pile drilling reports for the W2 (04-0120C4) contract are available to bidders through the Duty Senior. Please refer to Section 5-1.12 "Project Information" in Addendum 4.

    48.0

    Ref. Drawing TH-2, (Sheet 7 of 118). What is the schedule and duration for when the existing temporary towers at Hinge A will be actually in place? The locations shown on the referenced drawing will be a severe restriction to barge access to the work at the Pier E2 piles and foundation.

    Preliminary Skyway Tower plans are available for the bidder's review; see Addendum No. 2.

    Construction of the temporary towers by the Skyway contractor is currently scheduled to begin in the Spring of 2005. The Bidders are advised that the schedule for the skyway temporary towers is subject to change. The Bidder's attention is also directed to Section 5-1.19 "Areas for Contractor's Use" and to Section 10-1.06 "Cooperation" of the Special Provisions.

    49.0

    There is Temporary Construction Access Trestle areas shown on drawing C-1 in two locations - one area 30 m x 16 m immediately east of the building 262 in the R/W, and a larger area between the ESA lines on the north side of YBI island.

    a. Are both of these areas for the subject E2/T1 contract? If not, which is for this contract?

    b. Will the contractor be able to enlarge the temporary construction access trestle area shown east of building 262 by expanding south approx. 50 m and expanding to the east out to the T1 Foundation location?

    a. There is only one area for construction of the Temporary Access Trestle for 04-0120E1 contract. It is near building 262 which is shown on plan sheet C-1.

    b. Caltrans will request permit amendments for temporary structures proposed by the contractor in conformance with the contract special provisions. However, Caltrans cannot guarantee that a permit amendment will be issued by the permitting agencies. The contractor shall be prepared to complete the work as authorized in the current permits.

    a. There is only one area for construction of the Temporary Access Trestle for 04-0120E1 contract. It is near building 262 which is shown on plan sheet C-1.

    b. The temporary construction access trestle can not be enlarged. The maximm allowable area for this trestle is 0.13 acre per BCDC Permit ( see page 2 of BCDC permit , Amendment no.6).

    50.0

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  • On drawing TH-2, barge access is shown in a 30 m wide area on the north side of YBI next to the W2 foundation.

    a. Is this area for the subject E2/T1 contract?

    b. Will this area be available for temporary barge moorings?

    c. Will this area be available for access trestle?

    a. This area can be used by E2/T1 contractor.

    b. This area can be available for temporary barge moorings.

    c. This area will not be available for access trestle.

    51.0

    Please clarify the access areas and trestle area and barge access area available for the subject E2/T1 contract as it is not clear reviewing drawings C-1, TH-2, and TH-1.

    The area near building 262 shown on C-1 plan sheet can be available for access trestle by this contractor. The trestle access area on north side near tidal ESA 7 shown on plan sheet C-1 will not be available for this contractor. The area near W2 foundation (30 m wide) shown on TH-2 plan sheet can only be used for barge moorings.

    52.0

    We request a four week time extension to the bid date, based on the following:

    a. The project requires a significant amount of pre-bid engineering and analysis as well as Joint Venture meetings and related travel time, because of the size and complexity of the project. This is resulting in a significantly increased amount of estimating time needed to competitively bid the project.

    b. The Thanksgiving holiday period reduces the available estimating time significantly.

    c. There is a vast amount of reference information presented (approximately 9000 pages) in the 9 CD’s that will take a lot of additional time to review.

    The bid opening date has been revised to January 13, 2004 January 21, 2004. See Addendum #1 #5.

    Bidders are advised to anticipate addenda regarding this element of work.

    53.0

    Why does Caltrans include such a large “window” on the B portion of the proposal of 1130 days compared to the previous bid of 765 days for the B? This could generate a significant difference in bids giving one contractor advantage over another. Would Caltrans consider making the proposal a standard “A” only type of proposal?

    "A+B" Bidding no longer applies on this contract. Please refer to Addendum 2.

    Bidders are advised to anticipate addenda regarding this element of work.

    54.0

    Special Provisions page #173 – Submittal review of 70 work days after “complete drawings and all supporting calculations are submitted for review” of pile alignment template is an extreme hardship to the contractor when faced with $50,000 per day liquidated damages. The contractor has no control on how Caltrans will define “complete drawings and all supporting calculations”, and resubmittals could add to this time even more. Can Caltrans change this requirement to a more fair 20 calendar days and allow initial partial submittals to start the submittal process?

    The review times were developed with the Department's resources in mind. It should be noted that the Department typically will review partial submittals provided there is sufficient information included in the submittal for a complete review.

    55.0

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  • We are very interested in bidding this project. However, we may be prevented from doing so by the lack of availability of the 1700 kj size pile hammer. We understand there may only be one available and the current SFOBB Skyway Bridge Contractor has that hammer under rent. Based on experience Caltrans has gained to date on piledriving on the current SFOBB Skyway project, would it be possible to reduce the requirement on hammer size down to a 1200 kj size where other pile hammers are more readily available?

    The hammer size requirement of 1700 kJ will not be changed. Based on discussions with Menck (Doug Scaggs, Manager Project Development USA, Tel 985-641-2005, e-mail: douglas.scaggs@menck.com) and IHC (Jan Mark Meeuwisse, Tel. (31) 786910893, Mobile (31) 620004903 (Office in Holland), e-mail: info@ihcfe.com) each have at least one 1700kJ or larger hammer which may be available for this contract, as long as the Contractor provides adequate lead time to get the hammer prepared and shipped.

    56.0

    Referencing Inquiry #52 requesting bid date postponement, we believe that we will not be able to submit a bid unless Caltrans extends the bid date four weeks; and this is decided and communicated in the next 7 days. This is crucial for preparing a competitive bid for this complex project.

    The bid opening date has been revised to January 13, 2004 January 21, 2004. See Addendum #1 #5.

    Bidders are advised to anticipate addenda regarding this element of work.

    57.0

    Due to the complexity and the unique nature of the project, we hereby request an extension of the bid due date until Jan. 13, 2004. At present there is insufficient time to fully explore all aspects of this very challenging project, and thus it is impossible to submit a competitive proposal.

    The bid opening date has been revised to January 13, 2004 January 21, 2004. See Addendum #1 #5.

    Bidders are advised to anticipate addenda regarding this element of work.

    58.0

    The current bid date of December 16, 2003 for the referenced project is woefully inadequate to complete the numerous designs and analysis required for a competitive proposal including, but not limited to, access trestle design to Pier T-1, driven pile templates at Pier B-2, loading and unloading methods and temporary supports at Piers for pile caps weighing up to 3,000 tons, temporary supports for CIDH pile drilling equipment at Pier T-1, geotechnical analysis of CIDH pile rock sockets, and barge hull analysis for handling pile caps.

    We urge a review of the tasks and time required to complete these tasks for a project of this complexity and strongly request a bid date extension. A reasonable postponement for this project, considering the holiday period, would be a three-week delay until January 7, 2004.

    The bid opening date has been revised to January 13, 2004 January 21, 2004. See Addendum #1 #5.

    Bidders are advised to anticipate addenda regarding this element of work.

    59.0

    The bid proposal includes the Caltrans bidder DBE information form, which states that this information MAY be submitted with the formal proposal. The instructions in the form direct the bidders to Section 2-1.02B of the Special Provisions, which states when the information must be submitted and received. The first sentence of the referenced Section 2-1.02B directs the bidders to submit the form with the bid. Three other adjacent Caltrans SFOBB projects have identical language on the Caltrans bidder DBE information form stating that this information MAY be submitted with the formal proposal, but each of the Special Provision Sections 2-1.02B allow the receipt of that form at 4:00 P.M. on the fourth (4th) day following bid opening. These referenced projects are:

    04-0120C4 - SFOBB - W-2 Pier Foundations: Project already awarded
    04-0120R4 - SFOBB - Temporary By-Pass Structure: Bid pending
    04-0120F4 - SFOBB - Self-Anchored Suspension Span: Bid pending

    Why is the 04-0120E4 Foundation Project different than these adjoining projects in regards to when the DBE form is allowed to be submitted? We ask for a revision to Section 2-1.02B, allowing the submittal of the bidder DBE information form until 4:00 P.M. on the fourth (4th) day following bid opening. Also, if the Department insists on requiring the submittal of the bidder DBE information with the bid, how can copies of all DBE quotes be included with the bid when most subcontract or material quotes are received on day-of-bid yet all prime contractor bid runners, who submit the proposals, are already in Sacramento?

    Please refer to revised DBE Information forms in Addendum 3. Section 2-1.02B states that the "Caltrans Bidder- DBE Information" forms are to be submitted with the bid, while the "Good Faith Effort (GFE) Documentation" form can be submitted no later than 4:00 P.M. on the fourth day following bid opening.

    Bidders are advised to anticipate addenda regarding this element of work.

    60.0

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  • Upon reviewing the volumes of bid information supplied by the owner and assessing the amount of time needed to complete all of the complex pre-bid design and analysis necessary for a competitive bid, we are requesting a bid extension of at least three weeks.

    The bid opening date has been revised to January 13, 2004 January 21, 2004. See Addendum #1 #5.

    Bidders are advised to anticipate addenda regarding this element of work.

    61.0

    Is the Contractor responsible for bearing the expense to repair damages to any portion of the work resulting from terrorist attacks?

    In accordance with Standard Specifications Section 7-1.16, "Contractor's Responsibility for the Work and Materials," the Contractor is not responsible to bear the expense for injuries, losses, or damages as are directly and proximately caused by acts of the public enemy.

    62.0

    The job is advertised at $130,000,000 for part A and a maximum of 1130 days @ $50,000 a day for part B or a total of $186,500,000 for A+B. If one assumes B to be as low as 700 days, the total for A+B could be as little as $165,000,000. For foreign steel to be competitive, you stipulate that the bid with foreign steel has to be at least 25% less than for domestic steel. This gives domestic steel an advantage of at least $41,250,000 on this project. Your own estimate of the fabrication cost for domestic steel is of the order of magnitude of between $30,000,000 and $40,000,000. Based on the above, can you please explain why there is a need for two bid schedules? Or are we misinterpreting your intent?

    "A+B" Bidding no longer applies on this contract. Please refer to Addendum 2.

    63.0

    On page 170 of the special provisions, paragraphs 4 & 5 indicate that neither the Alcatraz Dredged Disposal Site (SF-11) nor the San Francisco deep Ocean Disposal Site is available for disposal of dredged material from this project because the permitted disposal allocation has been met by other contracts.

    However, BCDC Permit No. 8-01, Amendment No Six of September 17, 2003 increased the Construction Barge Access Dredging from 616,721 cubic yards to 626,721 cubic yards.

    In view of the above, is it possible that the restriction cited on page 170 of the Special Provisions is moot? If not, do you expect the contractor to take all of the dredging on this project to an upland disposal site?

    Amendment No. 6 to BCDC Permit No. 8-01 increased the total dredge volume to accomodate barge access for offloading structural components for construction of the temporary bypass structure under Contract 04-0120R4. The amendment did not address disposal allocation.

    The contractor is expected to dispose of dredged material from Contract 04-0120E4 at disposal sites other than the Alcatraz disposal site and the San Francisco deep ocean disposal site. In addition, the contractor's attention is directed to Section I.1.b of BCDC Permit No. 8-01, which states that sediment from the upper 3.7 meters at Piers E1 (T1) and E2 will be disposed at upland sites outside BCDC jurisdiction due to elevated contaminant levels. This includes sediment adjacent to these locations since the sample results are presumed to be representative of the entire area.

    64.0

    Referencing Inquiry #54 on the specification requirement for 70 work days review period described in page 173, further on specification page 166 a requirement for the Corps of Engineer approval of contractors dredging plan in 60 calendar days including addressing comments. Again, with the high $50,000 per day liquidated damages, will Caltrans allow for a time extension if between Caltrans and the Corps of Engineers taking longer than 60 days to approve the dredging plan? Also, specifications pages 195 and 214 also include the 70 work days review periods for submittal reviews. Again, can Caltrans change this requirement to a more fair 20 calendar days and allow initial partial submittals to start the submittal process?

    Should a third party's review take longer than the specified time and result in a delay in the opinion of the Engineer, an extension of time will be granted in conformance with Standard Specification section 8-1.09. Delays resulting from the addressing of comments would be the responsibility of the Contractor.

    Submittal review times were specified with the Department's resources in mind.

    65.0

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  • We are concerned that the constructability of the structural steel and concrete foundation units are highly dependant on interpretation of the designer's intent. We request a pre-bid meeting at which time your designer can explain their intended construction methodology and sequence.

    A pre-bid meeting will be held in the District 4 office on December 19, 2003. Please refer to Addendum #3.

    A pre-bid meeting will be held in the District 4 office on December 19, 2003. Bidders are advised to anticipate addenda regarding this element of work.

    66.0

    Will temporary blockouts in the top slab of E2 strut be allowed? Multiple blockouts will be required in order to remove formwork and shoring materials after top slab concrete placement. They would allow for personnel access and safe air ventilation as well.

    Two (2) temporary blockouts (1 m x 1 m) are allowed in the top slab of the E2 strut as long as all of the required reinforcing is provided. Refer to revised Plan Sheet 34 of 118 in Addendum #6.

    Two (2) temporary blockouts (1 m x 1 m) are allowed in the top slab of the E2 strut as long as all of the required reinforcing is provided. Bidders are advised to anticipate addenda regarding this element of work

    67.0

    Will additional holes or weldments be allowed in the structural steel flanges of T1 and E2 footings for use during lifting and placement? If holes are allowable, will the holes need to be filled with weld material afterwards? If weldments are used by the contractor, is there a specification for removal after use?

    Additional holes for bolts in the top plate of the T1 footing for lifting purposes may be proposed by the Contractor subject to review and approval by the Engineer. The location of these holes shall satisfy the 500mm clearance from the pile sleeves and web plates shown on plan sheet 36 of 118. No additional holes are allowed in the flanges of the E2 footing. Please refer to revisions in SP 10-1.31 "Steel Structures/Erection Plan" in Addendum 4.

    Please refer to plan sheet 36 of 118 for concrete access openings.

    Please refer to the following sections of SP 10-1.31 "Steel Structures" for E2 and T1 footing weldments:

    1. Subsection "Erection Plan," second paragraph, bullet B. (page 212, revised in Addendum 4)
    2. Subsection "Erection Plan," third paragraph, bullet A. (page 213)
    3. Subsection "Erection Plan," fifth paragraph. (page 213, revised in Addendum 4)
    4. Subsection "Shop Welding," subsection "General Provisions," bullet B. (page 216)

    INTERIM RESPONSE:
    Additional holes for bolts in the top plate of the T1 footing for lifting purposes may be proposed by the Contractor subject to review and approval by the Engineer. The location of these holes shall satisfy the 500mm clearance from the pile sleeves and web plates shown on plan sheet 36 of 118. No additional holes are allowed in the flanges of the E2 footing.

    Please refer to plan sheet 36 of 118 for concrete access openings.

    Please refer to the following sections of SP 10-1.31 "Steel Structures" for E2 and T1 footing weldments:

    1. Subsection "Erection Plan," second paragraph, bullet B. (page 212)
    2. Subsection "Erection Plan," third paragraph, bullet A. (page 213)
    3. Subsection "Erection Plan," fifth paragraph. (page 213)
    4. Subsection "Shop Welding," subsection "General Provisions," bullet B. (page 216)

    Bidders are advised to anticipate addenda regarding this element of work.

    68.0

    Special provision for CIDH concrete piles (page 178) states that the permanent steel casing is to be seated into bedrock at the indicated tip elevation. Is embedment in the intensely fractured and/or weathered bedrock at the indicated elevation considered to be seated in bedrock, or is the permanent casing to be seated in more substantial bedrock?

    The tip elevation of the permanent steel casings shall be as per the Pile Data table on plan sheet 24 of 118. As per SP 10-1.24 "Piling," subsection "Cast-In-Drilled-Hole Concrete Piles," fourth paragraph, should the Engineer determine that the permanent steel casing is not seated in bedrock at the permanent steel casing tip elevation indicated on the plans, the Engineer will direct the Contractor to extend the pile tip, reinforcement, etc. to achieve the required embedment into bedrock. Payment for extending the specified tip elevation, when directed by the Engineer, shall be paid as "Extra Work."

    69.0

    Special provision for CIDH concrete piles permits excavation under slurry and depositing concrete under slurry (page 178) and gives specifications for various slurries. The special provision further states that the permanent casing shall be watertight, be dewatered and be cleaned out (page 186) prior to drilling the rock socket. If the rock socket is excavated under slurry and concrete placed under slurry, does the permanent casing still need to be dewatered and cleaned prior to completion of the rock socket portion? Along the same line, is it Caltrans’ intention to allow the excavation and concreting of the rock socket under slurry with the placement of concrete in the permanent casing portion to be done in the dry?

    The permanent steel casing must be grouted to the rock formation as shown in the plans. Also see response to Bid Inquiry 68. This may be done under slurry, using an approved procedure, or in the dry using the temporary casing, if preferred by the Contractor. In the latter case, if water seepage into the socket is observed, placement under slurry will be required.

    It is expected that the Contractor will drill the deep rock socket under slurry and place the concrete in the construction of the CIDH concrete pile under slurry up to the tip of the permanent casing (see response to Bid Inquiry 72). The placement of the concrete inside the permanent casing shall be done in the dry (dewater and surface cleanout).

    The provision cited on Page 186 related to CISS Concrete Piling is not relevant to T1 and the CIDH Piles with permanent casings.

    Please refer to revisions in SP 10-1.24 "Piling" in Addendum 4.

    70.0

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  • Plan sheet 54 of 118 shows the 2.5 meter permanent casing pipe for the CIDH concrete pile grouted into a 2.75m diameter hole drilled into rock. Is drilling of a larger diameter hole into the rock for the 2.5 meter diameter permanent casing pipe permitted if the annulus is grouted?

    A larger diameter hole is permitted up to 3.0m diameter. The pile shall be centralized within the hole and the annular grout thickness shall not exceed 350mm. Please refer to revisions in Plan Sheet 54 in Addendum No. 4.

    INTERIM RESPONSE:
    A larger diameter hole is permitted up to 3.0m diameter. The pile shall be centralized within the hole and the annular grout thickness shall not exceed 350mm.

    Bidders are advised to anticipate addenda regarding this element of work.

    71.0

    Is there any design restriction on utilizing the permanent piles in T1 and in E2 for support of the steel and concrete footing units with temporary measures while performing the welded plate connection detail work shown in the drawings?

    The order of construction falls within the Contractor’s means and methods.The designer has assumed that the footings would be fully supported by temporary means during pile installation and pile/sleeve connection welding.

    There are no restrictions to using the permanent piles to support the steel/concrete footing units with temporary measures while performing the connection work. As per SP 10-1.31 "Steel Structures," subsection "Erection Plan," the Contractor shall submit supplemental calculations for the erection of the structural steel, for review and approval by the Engineer.

    The "temporary measure" shall not cause any damage to permanent elements and shall not require any repair work to the permanent elements.

    72.0

    On page 187 Special Provisions, under 10-1.24 Piling, Open Ended Cast-in-Steel-Shell Concrete Piling, it states “Concrete Fill for cast-in-place concrete piles shall be placed continuously. Construction joints will not be permitted.” The amended Section 49 of the Standard Specs (on Page 15 of the same document) defines cast-in-place concrete piles to include permanent steel shells driven to the required penetration and filled with concrete, steel shells installed to the required penetration and filled with concrete, drilled holes filled with concrete and rock sockets filled with concrete.

    Under the CIDH Pile section, there is no reference to construction joints, but it does state that the concrete must be placed continuously in the pile.

    a. We assume that there is a Construction Joint at the elevation of the bottom of the CIDH permanent casing to allow splicing upper rebar, assuming the rebar is installed after the footing box installations. Is this correct?

    b. Is it possible to place the concrete up past the bottom elevation of the tub as a continuous pour, but stopping before the concrete interferes with the splice plates? I assume 16 to 18 of the #18 bars would have to be short to give access for the welding. Can they be spliced within the foundation cap? Sheet No. 54 shows a no splice zone extending 5 meters below the cap, but not within the cap itself.

    a) One cold joint in the concrete at the bottom of the Permanent Casing will be permitted. Please refer to revised plan sheet 54 of 118 in Addendum No. 6. Reinforcement splicing is not permitted within the No Splice Zone.

    b) No bar splices are allowed within the footings. Please refer to revised plan sheet 54 of 118 in Addendum No. 6.

    INTERIM RESPONSE:
    a) One cold joint in the concrete at the bottom of the Permanent Casing will be permitted. Reinforcement splicing is not permitted within the No Splice Zone. Bidders are advised to anticipate addenda regarding this element of work.

    b) No bar splices are allowed within the footings. Bidders are advised to anticipate addenda regarding this element of work.

    73.0

    Even though the standard specs specifically state that CIDH piles are to be concreted in the dry, the special provisions allow for placing the concrete under a water or synthetic slurry. Does this mean that the socket will stay open, filled with water or slurry, until it is possible to install the rebar cage and place the concrete in the pile?

    The Contractor is expected to construct the pile expeditiously after drilling of the hole is completed. The Contractor shall clear the hole of any loose debris and clean the bottom of the hole prior to concreting as required by the special provisions. Also, see response to Bid Inquiry 69.

    74.0

    On page 201 of the Special Provisions, under 10-1.27, Nonshrink Grout, it states that the grout between the permanent steel casing and the rock formation at T-1 will be nonshrink grout. Farther down the page, under Placement, it states that all nonshrink grout shall be placed in a dry condition. Further in the same paragraph it adds that pumping or tremie methods of placement will be permitted, subject to a successful demonstration of the placement method. Please clarify this, since the spec is contradicting itself within the same paragraph and there is no explanation of what will constitute a successful placement for the pile/rock annulus?

    The nonshrink grout placed between the piles and the pile sleeves shall be placed in a dry condition. The holes through the pile steel shell and sleeve at the top and bottom of the pile/sleeve connector plates shall be sealed prior to grout placement. At the option of the Contractor, pumping or tremie methods of placement will be permitted, subject to successful demonstration of the placement method.

    Prior to placing nonshrink grout in the annulus between the permanent steel casing and the rock formation at Pier 1, the Contractor shall demonstrate the proposed placement method. Prior to filling the annulus, the Contractor shall verify the annulus is clear of drill cuttings and other debris.

    Please refer to revisions in SP 10-1.27 "Nonshrink Grout/Placement" in Addendum 4.

    The nonshrink grout placed between the piles and the pile sleeves shall be placed in a dry condition. The holes through the pile steel shell and sleeve at the top and bottom of the pile/sleeve connector plates shall be sealed prior to grout placement. At the option of the Contractor, pumping or tremie methods of placement will be permitted, subject to successful demonstration of the placement method.

    Prior to placing nonshrink grout in the annulus between the permanent steel casing and the rock formation at Pier 1, the Contractor shall demonstrate the proposed placement method. Prior to filling the annulus, the Contractor shall verify the annulus is clear of drill cuttings and other debris.

    Bidders are advised to anticipate addenda regarding this element of work.

    75.0

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  • We assume that the temporary construction access trestle shown on Drawing C-1 for a 30m x 16m area is only referencing limitations on a bay-to-land trestle and therefore doesn't limit the temporary pile driving template/work platform areas required to be constructed at the T1/E2 Piers. Is this assumption correct?

    Your assumption is correct. The 30m by 16 m area show on C-1 plan sheet is only for access trestle and it does not limit the temporary pile driving template/work platform areas required to be constructed at the T1/E2 Piers

    76.0

    Specification Section 5-1.33 “Relations with the San Francisco Bay Conservation Development Commission” states that Caltrans will request a permit amendment from the BCDC for work not already authorized in the BCDC permit for trestles in-bay from the land. The recent answer to contractor’s inquiry No. 49 b. states that the 30m x 16m or .13 acre access trestle area permitted cannot be enlarged. Has Caltrans changed the intent of Section 5-1.33 and will not request a permit amendment from BCDC if so requested by the general contractor?

    The specifications in special provision 5-1.33 still apply. The answer to bidder inquiry no. 49b is revised as follows:

    Caltrans will request permit amendments for temporary structures proposed by the contractor in conformance with the contract special provisions. However, Caltrans cannot guarantee that a permit amendment will be issued by the permitting agencies. The contractor shall be prepared to complete the work as authorized in the current permits.

    77.0

    We are concerned about the 50 Celsius maximum concrete temperature for the footing. Measures to limit the temperature rise of the footing concrete will be costly. Based on Contractor Inquiry #1 for the W2 Foundation contract we suspect that this limit is to minimize thermal shrinkage of the concrete when it cools to the in-service conditions. Thermal shrinkage is determined by the temperature rise and thermal expansion of the concrete. Unlike the W2 footing, the thermal expansion in the T1/E2 footing concrete is not limited. What is the reasoning for this low peak temperature limit? If it is to minimize thermal shrinkage, please consider defining the maximum tolerable thermal shrinkage instead of limiting the maximum concrete temperature.

    The 50 Celsium maximum concrete temperature for the footing has been changed. Please refer to revisions in SP 10-1.26 "Concrete Structures/Mass Concrete" in Addendum 4.

    The 50 Celsium maximum concrete temperature for the footing will be changed. The maximum internal temperature of the mass concrete once placed shall not exceed 65°C.

    Bidders are advised to anticipate addenda regarding this element of work.

    78.0

    Please consider defining the minimum initial (delivered) concrete temperature for the mass concrete. If the standard Caltrans spec is utilized, the delivered concrete temperature can not be less than 10 Celsius. Because of the relatively low maximum temperature limit of the footing concrete, lower initial concrete temperatures would be useful. With proper attention, mass concrete can safely be placed with initial concrete temperatures as low as 2 Celsius, based on Construction Technology Laboratories, Inc. experience. Can the limit for initial concrete temperature be lowered to 2 Celsius?

    No. The Standard Specifications will not be revised. The upper temperature limit for footing concrete has been changed from 50 C to 65 C. See response to Bid Inquiry No. 77 and Addendum #4. This allows a temperature range of 55 C, which is adequate for meeting the thermal control requirements.

    INTERIM RESPONSE:
    No. The Standard Specifications will not be revised. The upper temperature limit for footing concrete will be changed from 50 C to 65 C in response to Bid Inquiry No. 77. This allows a temperature increase of 55 C, which is adequate for meeting the thermal control requirements.

    Bidders are advised to anticipate addenda regarding this element of work.

    79.0

    Addendum #2 changed the quantity for Bid Item 6 Time Related Overhead to 1130 workdays. If the contract could be done in fewer workdays, how would the item be paid? Also, since workdays are defined as calendar days, would the unit price bid be paid for all calendar days including weekend days and holidays even if no work was occurring on those days? Please clarify how this item is to be paid. Will Caltrans consider changing the Bid Item back to Lump Sum for ease of bidding and payment?

    Per SP 10-1.10, "Time-Related Overhead", the item for time-related overhead is paid by the number of working days specified for the project. If the contract is completed in less time, then the balance of the contract item price not yet paid for time-related overhead will be included for payment in the first estimate made after acceptance of the contract.

    The unit price will be paid for all calendar days considered a working day, and is not dependent on whether work is occurring on those days. As stated in SP 4 "Beginning of Work, Time of Completion and Liquidated Damages", weekend days, holidays, and days of inclement weather are considered working days.

    The bid item will not be changed to a lump sum.

    80.0

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  • Section 8-2.03 lists the requirements for a marine-based portland cement batch plant, however it does not include or exclude volumetric proportioning. May volumetric batch plants be used for the structural concrete as long as listed requirements are met? The materials would either be prepackaged materials or bulk materials.

    Per the referenced SP Section 8-2.03, only the coarse aggregate may be batched volumetrically. Cementitious material may be pre-weighed in sealed and moisture proof packages and used to batch on the marine plant. All other materials must comply with the Standard Specifications which require batching by weight or mass.

    81.0

    You show access trestle area on C-1. Can we assume using Torpedo Rd to access the trestle?

    The Torpedo road can be used to access the trestle area shown on plan sheet C-1.

    82.0

    Please clarify the requirement for the template of "sufficient rigidity". What is the thickness of the plate required?

    Sufficient rigidity means that the end product shall be able to locate holes within 5% of the tolerance required for the location of the tower anchorage anchor bolts and dowels, after it has been hoisted, transported and received by the Engineer. Refer to revised Section 10-1.31 "Steel Structures," subsection "Template" in Addendum #6.



    Sufficient rigidity means that the end product shall be able to locate holes within 5% of the tolerance required for the location of the tower anchorage anchor bolts and dowels, after it has been hoisted, transported and received by the Engineer. Bidders are advised to anticipate addenda regarding this element of work.

    83.0

    Please clarify which items are to be paid in Bid Item #30, "Miscellaneous Metal." The only item that we have currently identified as miscellaneous metal is the fender ladders, whose weight is under 500 kg, but the bid item quantity is 8,380 kg. Are any of the following items to be paid under Bid Item #30: Tower Skirt Anchor Bolts (shown on sheets 66-68 of118), Plastic Lumber Bolt and Coupler Anchorage Assembly (shown on sheet 78 of 118)?

    The Miscellaneous Metal bid item consists of fender ladders only. The miscellaneous metal quantity has been revised. See Addendum #6.

    The Miscellaneous Metal bid item consists of fender ladders only. The miscellaneous metal quantity will be revised. Bidders are advised to anticipate addenda regarding this element of work.

    84.0

    Section 10-3.05 of the Special Provisions states that the ultrasonic thickness transducers for the pile corrosion monitoring system will be installed in one pile at each of the two piers (E2 and T1). Sheets 15 and 16 (Electrical Drawings E-6 and E-7) only indicate the transducers are to be installed at T-1. There is no location or mention of the transducers for the Pier E2 on the plans. Please clarify.

    Ultrasonic thickness transducers for the pile corrosion monitoring system are only required at Pier T1, as shown on the plans. Please refer to revised SP 10-3.05 for removal of reference to Pier E2 in Addendum No.6.

    85.0

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  • On Special Provision page 200, under Bottom Slab Concrete Placement, General, says "The Contractor shall place concrete beneath the steel bottom plate of the tower footing, hereafter referred to as the bottom slab." The Tower Footing is the T1 footing per the plans. The E2 bottom slab is not referenced.

    a) Being that the designers have included studs on the bottom of the T1 tub and there are no studs on the bottom of the E2 steel footing, did the designers still envision that the contractor would cast the concrete on the E2 steel bottom prior to installation?

    b) Will Caltrans require additional studs welded on the bottom of E2 bottom plate in the same design as the bottom of the T1 bottom steel plate?

    c) There is an optional construction joint shown on Sheet 43 for a 500 mm thick bottom layer of concrete for the T1 footing. Will a similar optional construction joint be allowed for the E2 footing?

    Please note that the requirements of SP 10-1.26 "Concrete Structures," subsection "Bottom Slab Concrete Placement," and the details of "Tower Footing Details No. 1" through "Tower Footing Details No. 10" are for the Tower Footing (T1) only.

    The footing E2 design differs from the design of the Tower footing. The designers did not envision that the contractor would cast the concrete on the E2 steel bottom prior to installation, note that no construction joint is shown. As a result, additional shear studs on steel frame at footing E2 are not required.

    86.0

    We are in receipt of a communication from the Treasure Island Redevelopment Authority of the City of San Francisco. They work directly with the Navy regarding leasing of property and facilities on Treasure Island. We were informed that they are unable to accommodate any requests for space at this time. The lack of suitable office, laydown, marshalling yard, and parking space close to the jobsite would add considerable expense to the project. There appears to be substantial parking area available for the project in the area near the current Caltrans office for the W2 Foundation contract, between the office trailers and the Coast Guard gate. We are very concerned that the lack of sufficient access space for the project will result in unacceptable increases in cost for Caltrans.

    a. How much of that area is available for this contract?

    b. How much space is available along the access road to the "Torpedo Building" at the end of YBI?

    c. Will Caltrans make available additional space in the current W2 contract Right of Way for parking, office and laydown space for this contract?

    d. Will Caltrans be able to make property and pier access on Treasure Island available for this contract?

    a- The said area will be used by other contractors and it will not be available for the 04-0120E4 contractor.

    b- Space along the access road to Torpedo building will be used by other contractors and it will not be available to the 04-0120E4 contractor.

    c- Caltrans will make available additional space in the current W2 contract Right of Way for this contract. See plan sheet C-2 (Sheet 5A of 118) in Addendum No. 6.
    Caltrans does not plan to make available additional space in the current W2 contract Right of Way for parking, office and laydown space for this contract.

    d- Caltrans will not be able to make property and pier access on Treasure Island available for this contract.
    Bidders may contact Stephen Proud at (415) 274-0342 for any requests to rent space on Treasure Island.

    87.0

    Addendum #2; Section 3, states that bids will be compared on the basis of the number of working days for completion of the work, for each Alternative Bid submitted. We don't find anywhere in the bid documents a place to provide the number of working days to complete the project. Should this language be deleted?

    The reference to working days has been removed. Please see revisions to Section 3 in Addendum 4.

    88.0

    Section 5-1.015 Integrated Shop Drawings states that no extension of time will be permitted for the Contractor’s failure to complete the ISD’s as required, and full compensation for preparing ISD’s, including the revisions necessary due to conflict resolution measures taken by the Contractor, shall be considered as included in the contract prices for the various items of work and no additional compensation be allowed. It should be made clear that the Contractor is only responsible to identify the conflicts in the drawings, and Caltrans and their designers are responsible to resolve the conflicts. In addition, the time required to identify and resolve conflicts is undefined and must be clarified. We recommend the time limit for the Working Drawing Campus and conflict resolution be specified, after which all cost incurred will be paid as extra work and extensions of time be granted.

    This section also specifies the assembly of the mock-up represented by the ISD’s shall not begin until the engineer reviews and approves the complete ISD’s with all conflicts resolved. Is the mock-up referred to considered the pile sleeve connection mock-up or some other mock-up? Please clarify the requirements for the ISD mock-up.

    The Integrated Shop Drawings specification has been revised and reference is made to the Working Drawing Campus revision. See Addendum #6.

    The mock-ups referred to are only those described in the subsection titled "Demonstration Pours" of section 10-1.26 of the Special Provisions and shown on plan sheet 21 of 118.

    89.0

    Addendum No 2: Section 10-1.115, provides the option for the Contractor to provide a Working Drawing Campus to facilitate the preparation, submittal, review, and processing of working drawings for the project. With the anticipated congestion and conflicts of embedded items in the footings, and the requirement for the Contractor to identify all such conflicts during the ISD and working drawing process, the Working Drawing Campus should be a contract requirement. Please implement the following:

    1. Make the Working Drawing Campus a mandatory contract requirement.

    2. Require the Caltrans design engineer to be on-site full time to coordinate and resolve the conflicts identified during the working drawing submittal preparation and review process.

    See Addendum #6 for the mandatory Working Drawing Campus requirement. The Department will provide staff at the campus and is committed to working with the Contractor to resolve issues as early and as quickly as possible.

    90.0

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  • The Special Provisions do not specify installation methods for temporary casings for the Tower foundation. If an impact hammer is chosen to install temporary casings, are there any environmental restrictions, such as requiring bubble curtain/noise vibration mitigation?

    The Contractor is not permitted to drive the temporary casing with an impact hammer. However, the Contractor may use an impact hammer for tapping or seating of the temporary casing. The Contractor shall not use a hammer with energy greater than 200 kJ for tapping or seating of the temporary casing. The marine pile driving energy attenuator is not required for the Tower foundation. See revised SP 10-1.24, "Piling," subsection "Cast-In-Drilled-Hole Concrete Piles" in Addendum #6.

    The Contractor is not permitted to drive the temporary casing with an impact hammer. However, the Contractor may use an impact hammer for tapping or seating of the temporary casing. The Contractor shall not use a hammer with energy greater than 200 kJ for tapping or seating of the temporary casing. The marine pile driving energy attenuator is not required for the Tower foundation. Bidders are advised to anticipate addenda regarding this element of work.

    91.0

    This follows your response to Inquiry #86 and discussions in the December 19th pre-bid meeting forum. Please reconsider your response to question 86 c. Will Caltrans make available additional space in the current W2 contract Right of Way for parking, office, and laydown space for this contract? After discussions in the pre-bid meeting, Caltrans indicated that parking space and office space and working drawing campus space might be made available close to the current Caltrans office on Yerba Buena Island. This would enhance the working drawing campus effectiveness by having it all close to the current offices. Please clarify.

    Caltrans will make available additional space in the current W2 contract Right of Way for this contract. See plan sheet C-2 (Sheet 5A of 118) in Addendum No. 6.

    92.0

    REFER TO SHEET 52 OF 118 (E2 FOOTING DETAILS NO. 7) - DETAIL F.

    A. IS TYPE 1 (80% PJP) WELD USED ONLY WHERE "FULL LENGTH" #29 REBAR IS WELDED TO THE PILE SLEEVES?
    B. IS TYPE 2 (CJP) WELD USED ONLY WHERE 1305mm LAP BARS ARE WELDED TO THE PILE SLEEVES?
    C. IS THE TYPE USED CONSIDERED A "CONTRACTORS CHOICE"?
    D. TYPE 2 REFERENCES NOTE 4 WHICH STATES IN PART "#29 BARS WELDED TO PILE SLEEVES SHALL NOT BE EPOXY-COATED". DOES THIS PART OF THE NOTE APPLY TO TYPE 1 AS WELL? IF NOT, WHAT IS THE REQUIREMENT FOR EPOXY COATING AFTER THE WELD HAS BEEN COMPLETED?

    A. No. The Type 1 weld connection applies only to the #29 rebar around the 3000 mm pile sleeve whose length is less than 1305 mm. At all other locations, the Type 2 weld connection applies. See revised plan sheet 52 of 118 in Addendum #6.

    B. Yes. See response to Part A above.

    C. No. See response to Part A above.

    D. The 1305 mm #29 rebar of the Type 2 weld connection shall not be epoxy-coated. The #29 rebar less than 1305 mm of the Type 1 weld connection shall not be epoxy coated.

    93.0

    REFER TO SHEETS 54, 55 & 57 OF 118 (PILE DETAILS NO. 1 & 2 - PIER E2 DETAILS NO. 2) AND SPECIAL PROVISION 10-1.29 REINFORCEMENT.

    THE SP SECTION TITLED "PRODUCTION TEST REQUIREMENTS FOR ULTIMATE BUTT SPLICES" STATES THAT THE SAMPLE SPLICES SHALL BE SELECTED BY THE ENGINEER "AFTER ALL SPLICES IN A LOT HAVE BEEN COMPLETED AND THE BARS HAVE BEEN EPOXY COATED". SINCE THE SPACING AND/OR BUNDLING OF #43 AND #57 BARS INDICATED ON THE PLANS WILL NOT ALLOW FOR THE MACHINERY REQUIRED TO REPLACE REMOVED SPLICES IN THE COMPLETED CAGE ASSEMBLIES, CAN THE SPLICES BE ASSEMBLED IN A SHOP FACILITY AND/OR YARD AREA FOR SAMPLE SELECTION AND THEN BE DISASSEMBLED AND RE-ASSEMBLED IN THEIR PERMANENT LOCATION WITHOUT FURTHER TESTING?

    The special provisions give the Contractor the option of removing the ultimate butt splices from the completed lot or prepared in the same manner as the splices used in the work. See revisions to Section 10-1.29, "Reinforcement" of the Special Provisions in Addendum #7.

    94.0

    Due to time lost with estimating resources during the holidays, the issuance of addendum # 4, the potential of an addendum #5 modifying the bid form and given the number of questions asked and the number unanswered, we request a two week postponement of the bid opening for the above referenced project. If a two week postponement is not granted, we will be unable to provide a bid for this project.

    The bid opening date has been revised to January 21, 2004. See Addendum #5.

    The current bid opening date of January 13, 2004, will be changed to January 21, 2004. The new bid opening date will be issued under Addendum No. 5, anticipated to be issued on or about January 12, 2004.

    95.0

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  • Special Provisions Section 10-1.24, "Piling," subsection "Measurement and Payment (Piling)," second paragraph reads:

    "The length of furnish pile to be paid for shall be the total length of the pile, as shown on the plans, measured along the centerline, from the specified pile tip of the pile to the plane of the pile cut-off. If the Contractor elects to furnish piling longer than the piling shown on the plans, no adjustment will be made to the length of piling to be paid and payment will be based on the length of pile shown on the plans."

    Contract Plan Sheet 55 of 118 calls out "Top of 2500 Dia pile shell (As driven allowance to suit Contractor's pile driving equipment)". This elevation is shown to have the offshore lead clear the PDA equipment.

    This paragraph and these details lead the Contractor to add over 4000mm to the length of each of the CISS pile. Will this additional pile length, required to build the work, be paid as part of Item #14, "FURNISH 2.5 M CAST-IN-STEEL SHELL CONCRETE PILING"?

    The length for payment for furnishing CISS piles is shown on the plans. Any additional length needed for installation either common to all piles, or reused, is included in the payment for this item. No adjustment will be made to the length of piling to be paid, and payment will be based on the length of pile shown on the plans.

    96.0

    In the response to Inquiry #80, it says that materials must be proportioned by weight or by mass. Volumetric batching is another method to proportion by mass (over a time period). Is this acceptable to CalTrans? If so, the requirements are slightly different because of the time issue and how is it related to the specifications?

    Please refer to the special provisions for allowable batching methods as stated in the response to BI #80. It is not clear what the bidder means by: "Volumetric batching is another method to proportion by mass (over a time period)." Please clarify.

    97.0

    Addendum 6, Section 5-1.25, "Payments" of the Specifications now shows only $5,000,000 as the maximum value payable for "Establish Marine Access" for progress payment purposes. Addendum 2 recognized the tremendous initial costs to purchase, outfit and mobilize the marine fleet required to service a project of this scope, therefore, authorizing an increase in the original listed amount from $5,000,000 to $15,000,000. Why does Addendum 6 only list a maximum amount for "Marine Access" of $5,000,000 when Addendum 2 addressed the needs for a much higher amount?

    We assume that Addendum 6 reverted to the original Specification amount in error and that the maximum "Marine Access" amount should be $15,000,000. Is this assumption correct?

    The bidder's assumption is correct that the maximum "Establish Marine Access" value should be $15,000,000, as per Addendum 2. See corrections to SP 5-1.25 in Addendum #7.

    The bidder's assumption is correct that the maximum "Establish Marine Access" value should be $15,000,000, as per Addendum 2. Bidders are advised to anticipate addenda regarding this element of work.

    98.0

    Addendum #6 - Section 5-1.25 was revised and the amount for Establish Marine Access was changed to $5,000,000. Was this intentional because the amount was increased in Addendum #2 from $5,000,000 to $15,000,000? Please clarify.

    The maximum amount for "Establish Marine Access" is $15,000,000. See corrections to SP 5-1.25 in Addendum #7.

    99.0

    Refer to Addendum #4 – page 3, Section 10-1.07 Transportation for the Engineer. Is the referenced $50 million of excess P & I (Protection and Indemnity) coverage only for the Transportation for the Engineers required boat, or does the contractors entire floating equipment fleet on the job apply to this requirement?

    "work performed from, or by use of, vehicles on any navigable water of the United States" and "watercraft operations" refers to the contractor's entire equipment fleet. The insurance coverage is required for the entire fleet.

    100.0

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  • SP 10-1.24 Steel pipe piling require steel pipe piling to conform to API 2B. SP 10-1.31 Steel Structures require fabricators to be certified under AISC, Category Cbr. We understand the fabricator of the pipe sleeve does not need to be certified under AISC. Please confirm

    SP 10-1.24 specifies the requirements for piling. SP 10-1.31 specifies the requirements for structural steel which includes pile sleeves. As such, certification under AISC, Category Cbr is required for pile sleeves. This certification is not required for the pipe piles.

    101.0

    Refer to drawing 35 of 118. At the pile sleeve to the left and right of the center pile, there is not enough room for the pile/sleeve connector plates to be welded on the inside of the footing. The area around the sleeve is enclosed by plates GW4C, GW8, and GW9. The size of the area and the angle of the full height plates connecting to the sleeves makes pre-heat, welding, and inspection of the connector plates impossible. Please provide a detail for larger access windows, and a revised pile sleeve connector plate layout for these two locations. If this inquiry is not answered prior to the bid, we will assume that all work performed to establish access to these two areas will be extra work compensated by change order.

    At the option of the Contractor, access windows may be cut in plate GW8 to provide access to the connector plate welding. The width of the window shall be 1200 mm starting from the face of plate GW9 by 2500 mm high (similar to Section A-A on Plan Sheet 41 of 118). The windows shall be filled with the same plate material and welded all around with a CJP weld after the connector plate welds are accepted. These CJP welds may be single sided with the backup bar remaining in place.

    If the Contractor elects this option, stiffener plates Type 1 on Plan Sheet 62 of 118 in the region of this access opening shall be modified to Type 1* stiffener plates. Please refer to revised plans in Addendum No. 8.