CONTRACTOR'S INQUIRY RESPONSES


Jan. 11, 2000

Contract No. 04-013014
New Carquinez Bridge

  • Response to Inquiry #75 was modified.
  • Response to Inquiry #129 was modified. The first sentence was added.
  • Response to Inquiry #144 was modified.

  • 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

    CALTRANS TOLL BRIDGE RETROFIT PROGRAM ADDRESS

    The Caltrans District 4 Office is located at 111 Grand Avenue, Oakland, CA 94612. The mailing address is P.O. Box 23660, Oakland, CA 94623-0660. The Toll Bridge Retrofit Duty Senior telephone number is (510) 286-5549, the email address for Contractor's inquiries is Duty_Senior_Tollbridge_District04@dot.ca.gov, and the fax number is (510) 286-4563. All inquiries must include the contract number.

    1) As a possible sub-contractor of the steel for this bridge, we wish to know if Bid documents/specification for the captioned project is available.

    Yes, it is available. For official paper versions of the bidders and non-bidder packages, write to the California Department of Transportation, Plans and Bid Documents, Room 0200, P.O. Box 942874, Sacramento, CA 94272-0001, telephone (916) 654-4490 or fax (916) 654-7028. Office hours are 7:30 a.m. to 4:15 p.m. When ordering bidder or non-bidder packages it is important that you include a telephone and fax number, P.O. Box and street address so that you can receive addenda. You can also access instructions and forms at this web address: http://troe.dot.ca.gov/Tango/OE_Data/ordertxt.html. You can download a form that can be faxed to the above number by clicking here (pdf format).

    2) I'd like to know if 04-013014 projects are available in an electronic file format or on CD. I have checked your website and these two don't have active links on the engineering pages.

    We offer plans & specifications online to our members and scanning these two projects to our site will take quite a while.

    We do not post entire plan sheets for projects. Electronic files of plan sheets are not readily available for web use and are generally huge files. Hard copies of plan sheets are sold with the bid package to potential bidders. There are no plans for providing electronic files of plan sheets to bidders of the projects 04-013014. However, you get electronic versions of the Special Provisions in the webpage (http://www.dot.ca.gov/hq/esc/tollbridge/Carquin/Carquinez.html).

    3) Is the list of contractors who got plan/spec packages for the new Carquinez (suspension) Bridge available yet? E-mail would be fine, or a reference to a particular page of your web site would work too.

    You can get the list of bidders for the New Carquinez Bridge from the Office of Office Engineer's web site,(http://troe.dot.ca.gov/Tango/OE_Data/bidders.qry?function=form). Just input the contract number (04-013014) and hit search. A link to this web page is also available in the Carquinez Page of the Toll Bridge Web Site(http://www.dot.ca.gov/hq/esc/tollbridge/Carquin/Carquinez.html#sp).

    4) We have purchased the bid documents for the captioned. However, such bid documents needs to be supplemented by "Standard Specifications dated July 1995" and "Standard Plans dated July 1997", which we do not have.

    Please advise how and where we can obtain such standard specifications and standard plans for this project.

    Information is available at http://tresc.dot.ca.gov/default.html. You can download copies of the Standard Specifications and Standard Plans. For a hard copy, you may order from the Caltrans Publication Distribution Unit at 1900 Royal Oaks Drive, Sacramento, Ca 95815, telephone (916) 445-3520. An order-form is available at their website at http://www.ns.net/caltrans/publicat.htm.

    5) Please specify the concrete type requirements for the cast-in-place closure pours joining the tower footing forms to the tie footing form (see plan sheet 277 of 714).

    The concrete type for the closure pour is assumed to be the same as the footing form. Please note that the Contractor may need to revise the footing form design to accommodate construction loads and forces as stated in the plans and special provisions.

    6) Which item is the work for cast-in-place closure pours for tower footing forms paid under?

    The closure pour is paid for as part of the Tower Footing Form item.

    7) Page 193 of the Special Provisions states that the total weight of the tower footing forms shall not vary by more than 10% from that shown on the plans. Where in the plans is the reference to the weight of the tower footing forms?

    Unless you see an addendum, please bid in accordance with the current plans and specs.

    8) Page 170 of the Special Provisions subheading "Load Test Piles" states "The remaining South Anchorage piles designated J1 through T19 shall not be cast ....." Is this statement also applicable for the index piles to be driven in that control area?

    Yes. J1 through T19 includes the 15 index piles.

    9) Page 176 of the Special Provisions subheading "Permanent Steel Shells" ( lists the segments of steel shells to be State-furnished). What is the cost and delivery time for additional required steel shells?

    No additional steel shells will be State-furnished.

    10) Please notify us at your earliest convenience as to when we can pick up the Site Investigation Report for the new Carquinez Bridge. We would be willing to pick up at your designated reproduction center, or at the District Office, whichever may be more expedient.

    A copy of the Site Investigation Report for the new Carquinez Bridge is on file with Blue Print Services in Oakland, CA. You may request to purchase a copy by calling (510) 287-5485. State that it is a Caltrans document on file under Caltrans, 04-013014.

    11) I need 1 FULL SIZE set of cross sections only for Job # 04-013014.

    No cross sections are available for Contract no. 04-013014.

    12) Please provide the "Bridge Construction Information/Questionnaire" required to be be submitted with the bid package.

    A copy of the Bridge Construction Information/Questionnaire is available by clicking here (PDF format) or you can visit the Toll Bridge-Carquinez Bridge Webpage at http://www.dot.ca.gov/hq/esc/tollbridge/Carquin/Carquinez.html.

    13) Caltrans did not include Union Pacific Railroad-Reference 04-043934. included in: Permit Section Titled 04-CC,SOL-80-22.0/22.7,0.0/1.8 Carquinez Bridge Replacement 04-013014 Permits May we please obtain a copy?

    A copy of the Union Pacific Agreement is available by clicking here (PDF format, ~ 2 megs) or you can visit the Toll Bridge-Carquinez Bridge Webpage at http://www.dot.ca.gov/hq/esc/tollbridge/Carquin/Carquinez.html.

    14) As a possible subcontractor of main cable and main cable wire we want to know the number of this contract, and the project's timeline.

    The contract number for this project is 04-013014. You can view the timeline for this project at this website, http://www.dot.ca.gov/hq/esc/tollbridge/Contracts.html.

    15) I can not find the bid item descriptions. Some of the bid items such as #244 and #255 are vague in their description and scope.

    The various sections that make up Item 255 (Building Work Substation) are described is Section 10-6 "Building Work" of the Special Provisions. Plansheet 201 of 714 has details regarding Bid Item 244.

    16) What construction method did the engineer have in mind while designing the pier protection system?

    The pier protection piles may be installed from barge mounted equipment, or from temporary support from previously installed piling. The pier protection concrete cap may be precast.

    17) AB214, Buy America/Buy California is waiting to be signed by Governor Davis. We are interested in knowing any effect that the new regulation will have on this project, particularly the procurement of steel components and fabricated steel.

    We do not know what effect this legislation will have on this project at this time. Should a change to the specifications be necessary as a result of this legislation, an addendum will be issued at the appropriate time.

    18) Would you be able to provide the name, phone, fax, and email for the project engineer and project manager for the Westbound Carquinez Bridge and Overhead Project?

    All bidder questions should be directed to the duty senior.

    19). Is there a chance that Caltrans may delay the bid opening date for this project?

    Addendum 2 delayed the opening bid date to January 11, 1999.

    20). Log of test borings - How do we obtain the records for test boring nos. PB-1, PB-2, PB-3, PB-4 and PB-5?

    Logs of test borings (PB-1 through PB-4) are in the Foundation Report, available for viewing by contacting the Duty Senior. Copies of the Foundation Report may be purchased with Blue Print Services in Oakland CA, telephone number (510) 287-5485. Logs for PB-5 is currently not available but we are attempting to get copies. Please consult this web page for PB-5 updates.

    21). Sheet No. 95 and 96 [South Anchorage, Sections and Reinf. Details No.1] are bad copies, and are unreadable. Could you please re-submit these?

    You may view the electronic versions of these plansheets by clicking the appropriate link (both in pdf format): PlanSheet 95 and PlanSheet 96.

    22). Please send me the evaluation of the free standing tower behavior which has been perfomed.

    The free standing wind response behavior is discussed in the Project Wind Report which is included in the Materials Information.

    23a). For a mass concrete pour, what is the specified type and design of the concrete?
    b). May the mass concrete pour be in lifts?
    c). Are construction joints allowed?

    a) The concrete shall be as shown on Plan Sheets 257 and 258 of 714 as Structural Concrete, Bridge and Structural Concrete, Bridge Footing. The mix design for the mass concrete is the responsibility of the Contractor.

    b) The mass concrete pours may be in lifts subject to the approval of the Engineer.

    c) Construction joints will be allowed subject to the approval of the Engineer.

    24). Refer to Plan Sheets 40-42 of 348. Are any specifications, dimensions, member sizes, types and/or quantity, available for this construction structure set up that is referred to?

    The footing construction sequence and schematics are suggested for this project, but are not required. It is the responsibility of the contractor to develop the methods and details pertaining to the construction of the footings.

    25) Refer to page 178 of the special provisions regarding inspection pipes for acceptance testing. Can we use Schedule 40 steel pipe instead of the PVC for inspection pipes?

    No. Metal pipe is not acceptable.

    26). Consideration has been given to fabrication of typical longitudinal box sections approximately 10'-0"(W) by 10'-0"(H) by 82'-0" long, transporting to an assembly site and shop splicing into complete deck units for erection. To accomplish this, the shop splicing would consist of : A) Shop welded splices in the top deck plate, bottom plate and side plates. B) Shop bolted splices in the top, bottom and side transverse bulkhead diaphragms and C) shop bolted splices in the web and flanges of the transverse bulkheads. Since the formed deck ribs at the top and bottom of the deck unit are not always directly opposite one another, the shop bolted web splice in the transverse bulkhead would sometimes have to be slightly diagonal across the web. Would the above fabrication plan be acceptable to the engineer? Also, would it be acceptable to ship these 10' x 10' x 82'-0" box sections on their sides (rotated 90º to design position)?

    Fabrication and shipping of complete separate box sections (10'x10'x82') and shop bolting the webs will not be permitted. However, the fabrication and shipping of separate panel sections, consisting of the deck plate with ribs and diaphragms, is permitted. The assembly of these panels to each other and with the transverse and longitudinal bulkheads must be performed by welding in an acceptable jig conforming to Section 10-1.56 "Steel Structures" of the Special Provisions.

    27). Please notify us when and where we can view the cores from the geotechnical investigation.

    Information on viewing the core samples is available at the following web site, http://www.dot.ca.gov/hq/esc/tollbridge/Carquin/NewBridge/CoreTours.html.

    28). Section 5-1.30 of the Special Provisions states that the Contractor shall prepare a detailed Soil Management Plan and Transportation Plan for submittal to and review by the DTSC and the Engineer. These plans shall be prepared in accordance with the requirements of the Voluntary Cleanup Agreement (VCA) and guidance materials available for review at 111 Grand Avenue, Oakland. I am requesting copies of the guidance materials only. Please estimate reproduction costs and when available.

    The referenced guidance materials are "Soil Management Plan, Seismic Retrofit Project, Benicia-Martinez Bridge, Caltrans and Geocon, June 1999" and "Transportation Plan, Preparation Guidance for Site Remediation, Cal-EPA, DTSC, May 1994." Both documents are available for download (in pdf format) at the following Tollbridge web site, http://www.dot.ca.gov/hq/esc/tollbridge/Publications/refMats.html. Hard copies may be viewed by appointment with the Duty Senior or purchased from Blue Print Services in Oakland, tel. no. 510-287-5485.

    29). Refer to Plan Sheet 92 of 348. Is there a structural reason for the seal slab? (In other words, can we construct the anchorage without using the slab?)

    The seal slab was assumed for the design and contributes to the lateral stiffness of the south anchorage foundation. It cannot be eliminated.

    30 a) Can the location of the shop welded splices in the top deck plate, bottom plate, side plates and transverse bulkhead diaphragms be relocated for fabrication efficiency?

    b) Can a shop bolted splice be used in lieu of shop welded for the top, bottom, and side transverse bulkhead diaphragms?

    c) Can a shop bolted splice be used in the web and flanges of the transverse bulkheads at the following locations: Approximately 10'-0" on center across the transverse bulkhead. At the centerline of the transverse bulkhead. In the area above and below the stiffened utility openings in the transverse bulkhead.

    a) The question is not specific enough and cannot be adequately addressed. The welded splices are located in a low stress reversal zone near the bulkhead.
    b) No.
    c) No.

    31). Please advise why cold roll bending will not be allowed to form the deck ribs.

    Cold-roll bending of deck ribs will not be allowed on this project. Bid it per plans and specifications.

    32). When do you intend to have the Tower 2 footing shell(s) floated into its final configuration in relation to the removal of the existing fender and the construction of the new fender protection system? Tower 2 footing shell floating plan appears to conflict with note: 1's sequence.

    The portions of the existing fender which conflict with the contractor's installation of the foundation at tower T2 may be removed prior to installation of the new fender. However, removal of all existing fender, prior to installation of the new fender, is not allowed. The extent of fender removal is subject to the approval of the engineer.

    33). Section G-G on sheet 46/348 shows the height of the tie form to be 4200 mm from the base of the slab to the joint. The elevation on sheet 57/348 and Section A-A on Sheet 58/348 show the height of the tie form from the base to the joint to be 4000mm. Which is the correct height?

    The correct dimension for the footing tie form is 4200 mm.

    34). How can we obtain drawings/info on the foundations of the 1927 bridge, of the ramps, in the vicinity of the new south anchorage?

    As builts are available for viewing by making an appointment with the Duty Senior.

    35). Who will be named the generator for all of the hazardous material on this project?

    The State will be the named "Generator" for all materials (i.e. soil) removed from the project limits that are designated for removal as described in the plans or specs. The State will not be the named "Generator" of those soils within the project limits that are not designated for removal in the plans or specs., unless the Contractor has obtained the concurrence of the Engineer, in writing, prior to removing those materials.

    36). Is the Carquinez Bridge project (Contract No. 04-013014) going to be federally funded at all?

    Contract 04-013014 is funded with state funds and will not use federal funds.

    37). Foundation plan no. 1 indicates existing footings for the 1927 bridge are in close proximity to the excavation for the south anchorage. The plan indicates that these footings are to remain in service during construction. No information has been provided as to the nature of these footings i.e. are they on piles or are they spread footings. No design criteria for the design of the shoring for the south excavation has been provided with regard to surcharge loads from the existing footings nor has any footing settlement criteria been provided. Please provide surcharge loads and settlement criteria for the existing footings adjacent to the south anchorage excavation. Also provide the bottom of footing elevation and plan dimensions for these existing foundations.

    We do not currently have a lateral or vertical displacement criteria for the design of the shoring for the South Anchorage. We will investigate developing a displacement criteria and making applicable As-Built drawings available for the bidder's review. Bid it as you see it unless additional information is provided through an addendum.

    38). Rail freight would limit sub assemblies to 10'x10'x80' to 120'. Would the design drawings allow sub assemblies to be shipped in these dimensions?

    The design drawings show sub assemblies that are within the limiting dimensions indicated in the bidder's inquiry. Such sub assemblies may be shipped to an assembly site for final assembly.

    39). According to the permit information that we received, Caltrans has stated that the excess dredge material was to be relocated to an upland disposal site consistent with the RWQCB 401 Permit where/how can we obtain a copy of this permit and where is the designated disposal site?

    The disposal site is at the option of the Contractor provided that the proposed site is properly permitted to accept such material. A copy of the permit is available for viewing by appointment with the Duty Senior or you can view or download by visiting the web page (pdf format), http://www.dot.ca.gov/hq/esc/tollbridge/Carquin/NewBridge/docs/RWQCB401waiver.pdf.

    40). Does Caltrans have a list of Class 1 and Class 2 disposal sites for this project?

    No, we do not have a listing of class 1 and class 2 disposal sites for this project. It is the Contractor's responsibility to identify and make arrangements with these facilities.

    41). Refer to Special Provisions page 166, Section 49-1.05 "Driving Equipment". Can we use followers for the NPS 30 C.I.S.S. piles at the transition tower?

    Yes.

    42). Refer to Special Provisions page 251, Section 49-1.57 "Maintenance Travelers". Will additional splices in the traveler rail be allowed?

    Splicing in the traveler rail is permitted provided it does not result in interference with the traveler rail operation.

    43). Can I receive a copy of the material requirements for the wire and cable to be used as the suspension cable and hangers without a copy of the overall plans?

    The project plans and specifications contain essential information necessary to develop a bid for this project. Contact the documents unit or internet site to order bid documents (see Inquiry #1 above).

    44). Could you please tell me where I can find a copy of the Materials Information which contains the Project Wind Report?

    The referenced Project Wind Report is available for viewing by setting an appointment with the Duty Senior. You may purchase a copy through Blue Print Services of Oakland, CA, tel. no. 510-287-5485. Excerpts from this report (in pdf format) can be downloaded at "http://www.dot.ca.gov/hq/esc/tollbridge/Carquin/CarqDocs.html".

    45). We are in need of the following documents: 1) Conceptual Storm Water Pollution Prevention Plan (CSWPPP) 2) Permit No. CAS029998 (NPDES Permit)

    The CSWPPP and Permit CAS029998 are available for viewing by setting an appointment with the Duty Senior (email: duty_senior_tollbridge_district04@dot.ca.gov). You may purchase a copy of the CSWPPP through Blue Print Services of Oakland, CA, tel. no. 510-287-5485. You may also download a copy of the Permit CAS029998 and excerpts of CSWPPP at "http://www.dot.ca.gov/hq/esc/tollbridge/Carquin/CarqDocs.html".

    46). We have not received a copy of the hazardous material survey for the material that is to be excavated showing the limits and levels of the contamination of this material. Where and when will it be available and how can we obtain it.

    The referenced hazardous material survey is available in the Site Investigation Report for the North and South Anchorages dated July 1999. This report is available for viewing by setting an appointment with the Duty Senior (email: duty_senior_tollbridge_district04@dot.ca.gov). You may purchase a copy through Blue Print Services of Oakland, CA, tel. no. 510-287-5485. Excerpts from this report (in pdf format) can be downloaded at "http://www.dot.ca.gov/hq/esc/tollbridge/Carquin/CarqDocs.html".

    47). Item 50, Structure Excavation (Type A), is listed at 535 M3. On sheet 529 of 714, Structure Excavation Type A, Class 2 equals 535 M3. Is the quantity Class 2 material or simply Type A material? Please clarify.

    Structure Excavation (Type A) item has been deleted per Addendum No. 5 dated December 21, 1999.

    48). a)Regarding item 107, the Driving Tip Detail shows a 600mm x 60mm driving tip and circular shear rings. Are the Driving Tip and Shear rings already attached to the State Furnished Steel Shell?

    b)Are these State Furnished Steel Shells to be used for Tower 2 or Tower 3? Note the Bid quantity for Bid Item 104 does not match up to either Tower 2 or Tower 3.

    c) Reference Sheet 81 of 348. What Bid Item do the NPS 20x0.5 pipe, the timber and the RRP fall under?

    a) Driving tips and shear rings are not included in the State Furnished piles but are included in Item 104, "3000 MM Permanent Steel Shell". The Special Provisions were revised per Addendum No. 5 dated December 21, 1999.

    b) The State Furnished Steel Shells are to be used for either Tower 2 or Tower 3, at the Contractor's option.

    c) The NPS 20x0.5 pipe is included in Item 139 "Furnish Structural Steel" and Bid Item 140 "Erect Structural Steel". Timber is included in Bid Item 156 "Treated Lumber & Timber". The RRP is included in Bid Item 155 "Reinforced Recycled Plastic".

    49). The "Tie Down Anchor Frame " as shown on sheet 145 consisting of upper and lower anchor plates, W690 x 217's and the MC200 framing shown on sheet 149 is clearly not paid for under Miscellaneous Metal (Bridge) as defined on page 276 of the Special Provisions. These items are clearly not paid for under Furnish Structural Steel (Bridge) or Furnish Cable System as defined on page 250 of the Special Provision titled MEASUREMENT AND PAYMENT. Please advise as to how these items are to be paid. If this weight is to be added to the Miscellaneous Metal (Bridge) item, please amend your quantity by 55,000 kg

    The tie-down anchor frame shown on Sheets 145 and 149 is included in Bid Items 141 through 144 "Furnish Cable System" and "Erect Cable System" for the east and west cables. The Special Provisions were revised per Addendum No. 5 dated December 21, 1999.

    50). On page 237 of the Special Provisions, it is required that "calculations, when requested, and working drawings shall be stamped and signed by an engineer who is registered as a Structural Engineer in the State of California." The State of California differentiates between those classified as Professional Engineers and Structural Engineers. According to the California Board of Professional Engineers & Land Surveyors, "currently, one must be licensed as a Structural Engineer to design hospitals and schools". Please verify that only a licensed Structural Engineer and not a Professional Engineer can stamp the above drawings and calculations.

    The plans need only be signed by a Professional Engineer, not a Structural Engineer. The Special Provisions were revised per Addendum No. 5 dated December 21, 1999.

    51). Where are the details of the Temporary Construction Trestle foundation? a) Pile size - diameter, wall thickness and length b) cut off elevation c) bearing capacity.

    Details on the temporary trestle is available in the binder "Carquinez Bridge Trestle Pile, As-Built Records" and the special provisions for Contract # 04-0130D4. These documents are available by contacting the Duty Senior at duty_senior_tollbridge_district04@dot.ca.gov, or calling (510) 286-5549. Excerpts from the Carquinez Bridge Trestle Pile, As-Built Records is available in the internet at http://www.dot.ca.gov/hq/esc/tollbridge/Carquin/CarqDocs.html.

    52). Refer to Item 136, Welded Headed Bar Reinforcement. It's not clear if the rebar is to be paid under this item. Also, please check the quantity, it was off before and more have been added by Addendum #3, but the quantity has not been increased.

    Refer to page 213, "Measurement and Payment" of the Special Provisions. Bar reinforcement used in the manufacture of welded headed bar reinforcement will be paid for separately.

    53). Refer to Plan Sheet 299 of 714. Can couplers be substituted for the butt welds called out?

    Ultimate mechanical butt splices can be substituted for welded butt splices. See Addendum No. 5, "Ultimate Splice Testing" specification.

    54). We would like to suggest that Caltrans eliminate bid item #136. Why have a separate pay item for material that will be furnished and installed in conjunction with bid item #131, "Bar Reinforcement Steel."

    Bid it per plans and specifications.

    55). Regarding Plan Sheet 714D (in addendum 3). Are the #19 at 300 both ways to be welded headed bar reinforcement?

    Yes. See Section A-A on Plan Sheet 714D.

    56). See Item 255. Does this include substation structural steel, reinforcing steel foundation? If not where are these items to be included?

    Substation structural steel and reinforcing steel for the foundation is included in the lump sum price for Building Work (Substation).

    57). What will happen to the test pile installed in the vicinity of Tower T2? What is it's exact location?

    The steel pile casing, reinforcement and testing equipment have been removed below mudline. All components of the access platform and supporting piles have been removed entirely. The remainder of the test pile will remain in place. The location of the pile is shown in the Pile Test Material Handout issued in Addendum No. 4.

    58). For the frequency, location and quantity of nondestructive testing, do we follow AWS D1.5, Section 6 (per addendum 3, Nondestructive Testing) or the table shown in the special provisions.

    The NDT requirements of both the Special Provisions and AWS 1.5 must be followed. Where the two documents conflict, the Special Provisions take precedence over AWS 1.5.

    59). Is the intent that the technique and acceptance criteria be per AWS D1.5 and the frequency of testing to be per the special provisions? For the proper application of any nondestructive testing we need to know the applied stress for all welds shown on the contract drawings, i.e. tension, compression or shear.

    The NDT requirements of both the Special Provisions and AWS 1.5 must be followed. Where the two documents conflict, the Special Provisions take precedence over AWS 1.5. The state of stress (tension, compression, shear) for various elements is included on page 233 of the Special Provisions. Specific stress ranges for any connection are not required for NDT.

    60). The BCDC permit for this project goes into detail about an access road that is to be built to provide land access to the north tower of the bridge. The plans and specifications are silent on this matter.

    a) Can a road be constructed?
    b) What is the right of way available for access?
    c) What is road structural section to be?

    a)It is the Contractor's option to construct an access road on the north side to access the North Tower. However, if the Contractor decides to construct the access road, the Contractor shall sumbit a design for the Engineer's approval. The design shall comply with all the requirements stated in all related Permits, Agreements, Special Provisions, and Standard Specifications.

    b)We acquired Temporary Construction Easement and Temporary Access Easement from State Lands Commission and California Maritime Academy for the North Tower Access. For complete Right OF Way Data, see Right of Way Record Maps at district office.

    c) For the new access road, it is the contractor's responsibility to submit a design for the engineer's approval. Contractor shall repair any defects caused by contractor use and operation of the public road and private road. The design shall comply with all related Permits, Agreements, Special Provisions, and Standard specification.

    61). Please see sheets 113 through 116 and sheet 230 of 714, Type 5 retaining wall. Wall elevations call for "H" of 2.2, 2.4, 2.8, 3.1, 3.2, 3.3, 3.4, 3.5, 3.6. Schedule on Sheet 230 only has "H" of 1.2, 1.8, 2.4, 3.0 and 3.6. Please clarify.

    See Notes on Sheet 230/714 for Design Conditions.

    62). If a temporary road is constructed along the North shore for access to T-3 will payment be included in Item 12?

    Item 12 is related to Special Provisions 10-1.02 WATER POLLUTION CONTROL and 10-1.09 TEMPORARY CONSTRUCTION ROAD. It doesn't include the North Tower Access road because the North Tower Access Road is only an option for the contractor. Full compensation for conforming to the requirements of this section shall be considered as included in the prices paid for the various contract items of work involved and no additional compensation will be allowed therefore.

    63). Regarding Addendum 4, pg 62 of Pile Load Test document, the plan does not show a cut off elevation after completion of load test.

    The pile was removed per the requirements of the special provisions (at least 8.0 m below elevation), which was mailed with Addendum 4.

    64). Drilling/Test Piling Program was performed by a contractor who is a perspective competitor. We feel the contractor performing the test would gain an advantage by knowing the in-situ soil characteristics and on how specific construction equipment perform in these soils. We request that all applicable data and narratives generated from this test program be provided to all bidders.

    The information handout "Carquinez Bridge Pile Load Test" contains information on the construction of the Pile Load Test. This handout was mailed to all bid plan holders with Addendum 4. This handout is also available for review at the Duty Seniors desk.

    65). When will the results of the test drilled shaft (CIDH) be available? Will the daily production reports, drilling reports, concreteing, etc. be made a part of the release?

    An informational package on the construction of the test pile was mailed out with Addendum 4. The Interpretation of data collected from the pile test is currently being discussed among the parties responsible for design. There is no change to the tower foundations at this time. Bid the work according to the details and specifications currently in the bid documents. Updates to this information and the final report will also be made available as they become available to the State.

    66). What will happen to the test pile installed in the vicinity of Tower T2? What is it's exact location?

    The pile was removed per the requirements of the special provisions and located per the contract plans both of which were included in the infomation handout "Carquinez Bridge Pile Load Test" which was mailed to all bid plan holders with Addendum 4.

    67). After the piling test, is there any indication that the bid date of this project will be postponed again?

    The bid date for this contract is January 11, 2000.

    68). (regarding Temporary Construction Trestle Foundation Piles) What is the size(s) of the piles? What is the design bearing capacity of each pipe pile? Were the piles driven, drilled or a combinaton of the two? Are Drilling/Driving Logs available from you? If so, are they available on the internet?

    Details on the temporary trestle is available in the binder "Carquinez Bridge Trestle Pile, As-Built Records" and the special provisions for Contract # 04-0130D4. These documents are available for review by contacting the Duty Senior at duty_senior_tollbridge_district04@dot.ca.gov, or calling (510) 286-5549 or you can download via internet at http://www.dot.ca.gov/hq/esc/tollbridge/Carquin/CarqDocs.html.

    69). Is there a Site Investigation Report for the South Anchorage area?

    Yes. A copy is available for viewing by making an appointment with the Duty Senior or purchasing a copy from Blue Print Services in Oakland, CA telephone number (510) 287-5485. An electronic version can be downloaded by clicking here.

    70). Does Caltrans have a list of Class 1 and Class 2 disposal sites for this project?

    No, we do not have a listing of class 1 and class 2 disposal sites for this project. It is the Contractor's responsibility to identify and make arrangements with these facilities.

    71). Refer to Special Provisions page 166, Section 49-1.05 "Driving Equipment". Can we use followers for the NPS 30 C.I.S.S. piles at the transition tower?

    Yes.

    72). Refer to Special Provisions page 251, Section 49-1.57 "Maintenance Travelers". Will additional splices in the traveler rail be allowed?

    Splicing in the traveler rail is permitted provided it does not result in interference with the traveler rail operation.

    73). I am looking for information on the Traveler Platforms for CONTRACT NO. 04-013014 (Carquinez Bridge and Overhead). On Sheet 266 and 272 of the plans there is a Tractor Drive and Heavy Duty Beam Trolley used in the travelers of the platform. I am trying to locate a similar product for our quote (as a subcontractor) and can not find anything comparable. My question is- Were these designed by the engineer, or were they spec'd out? If they were spec'd, who is the manufacturer?

    The truck beam is not off-the-shelf item and was specially designed for the traveler loads. The contractor may substitute the truck beam with a similar design provided it meets the design requirements and as recommended by the selected equipment manufacturer.

    74). Can I receive a copy of the material requirements for the wire and cable to be used as the suspension cable and hangers without a copy of the overall plans?

    The project plans and specifications contain essential information necessary to develop a bid for this project. Contact the documents unit or internet site to order bid documents.

    75). Please provide all information necessary to evaluate the “Temporary Construction Trestle Foundation” as shown as sheet 13 & 14 of 348 and the Spud piles shown on sheet 14 of 348. The information needed should include all driving records, load test records, as built records and material specifications.

    See answer to inquiry #70 #68.

    76). The splay saddle housing and the steel plate wall (tie down housing) is not covered by items 139 , 140 (FURNISH AND ERECT STRUCTURAL STEEL) or items 141 through 144 (FURNISH AND ERECT CABLE SYSTEM) as defined on page 250 (MEASUREMENT AND PAYMENT) of the Special Provisions. Additionally, these steel structures are not covered by item 184 (MISCELLANEOUS METAL (BRIDGE) as defined on page 276 of the Special Provisions. Please advise as to which bid item these structures are to be paid.

    The tiedown housing cover plates and cable saddle housings are included in Furnish Structural Steel and Erect Structural Steel items.

    77). Can we use followers for the C.I.S.S. piles at Bent 7 (like we are allowed at the south anchorage)?

    Installation of piles at Bent 7 is similar to piles at South Anchorage. See Addendum 7.

    78). In Addendum 3, regarding paragraph 10, where can we find the scope of the mentioned "test borings?"

    See the specification titled "Test Borings" in Addendum No. 7.

    79). Refer to the Special Provisions section 10-1.44.5 Test Borings. Lines 8 through 10 require a test boring at the center of each CIDH concretepile at Towers T2 and T3. Lines 19 and 20 indicate that the test boring may be drilled after the steel shell is installed. Lines 29 through 33, Page 2 require that "...rock sockets shall not be drilled and permanent steel shell ...shall not be fabricated or manufactured to length until written confirmation of, or revisions to the specified pile tip elevation have been supplied by the Engineer." Lines 19 and 20 of page 1 and lines 29-33 in page 2 conflict as to the timing of performing the test boring. Clarification is required.

    See the specification titled "Test Borings" in Addendum No. 7.

    80). Refer to the Special Provisions section 10-1.44.5 Test Borings. We request clarification that the test boring is to extend only to 8m below the steel tip or is the test boring to extend to 8m below the rock socket tip. Lines 19 and 20 of page 1 and lines 29-33 in page 2 conflict as to the timing of performing the test boring. Clarification is required.

    See the specification titled "Test Borings" in Addendum No. 7.

    81). Refer to the Special Provisions section 10-1.45 Jetting and Drilling. The first sentence of the second paragraph, "At Towers T2 and T3, the contractor may drill a hole..." conflicts with the next sentence of the same paragraph, "The space between the steel shell tip..." Please clarify.

    See the specification titled "Test Borings" in Addendum No. 7.

    82). Based on the requirements of the criteria in the question above (#81), clarification is needed in order to make a pre-bid evaluation of the drivability of the permanent steel shell. Lack of clarification will delay the necessary driving analysis and we hereby request postponement of the bid date to allow for this clarification and necessary pre-bid evaluation of the drivability of the steel shells.

    Bid it per plans and specifications.

    83). We are a fabricator of steel casing located in Washington state. We would like to bid as a supplier to contractors on both the Richmond /San Rafael bridge retrofit project, and also the Carquinez bridge project. I notice that there is a bid item (107S), state furnished 3000mm permanent steel shell. Has this item been already acquired by the state? Or is it possible to bid on this item directly to the state? I am assuming that the qualification process would be similar to what we did to become approved by the WSDOT as a supplier on projects in Washington state. Any assistance you could render in this matter will be greatly appreciated.

    The State-Furnished steel casing has already been purchased. However, there is additional 3000 mm steel casing required on this project.

    84). (see sheet 111) Overhead sign structure "A". We require the following information: 1). Post Type, 2). "H" dimension, 3).Length of Sign Structure

    1) Post Type T, See Section L-L on Contract Plans Sheet 272 of 714.
    2) There appears to be an inconsistency on the plansheet. Bid it as you see it.
    3) There appears to be an inconsistency on the plansheet. Bid it as you see it.

    85). (See Section 10-6 Building Work) There are no finish painting specifications for the doors and louvers. I need the finish painting specifications.

    The louvers are finished as shown on page 414, paragraph 4 of the Special Provisions. The doors receive a primer coat as shown on page 411. Finish coats for the doors is not shown. Bid it as you see it.

    86). Page 401 last paragraph of the special provions, Water repellant coating. Are both interior and exterior walls to be coated?

    The water repellant coating should be applied to both the interior and exterior surfaces of the substation building.

    87). Sheet 593 thur 598 of 714, (EE-11 - EE-16) On sheet EE-11 lighting conduit starts with project note 26, then changes to project note 27 for the rest of the plans sheets. Is this correct?

    There appears to be an inconsistency on the callout for notes 26 and 27. Bid it as you see it.

    88). (see plan sheet 657 of 714) The 2 #12 from the West Tower to the Toll Plaza and to the Substation are not shown on the conduit detail of sheet 650 of 714 (EE-71). What conduit are the conductors to be installed in?

    Bid it as you see it.

    89). (see 645 of 714, conduit hanger detail) What is the spacing distance requirements for the hangers?

    The hangers are supported at bulkhead and intermediate diaphragms, spacing of which is shown on the structural drawings.

    90). What work is included under this item (#233)? (The CMU is under 255)

    The item includes New Substation conduit layout with breakers in panels and switchboard. In addition, the item also includes the secondary unit substation, LVCC, safety switches, and all other items install on sheets E-33, and E-34.

    91). Wall elevations call for "H" of 2.2, 2.4, 2.8, 3.1, 3.2, 3.3, 3.4, 3.5, 3.6. Schedule on sheet 230 only has "H" of 1.2, 1.8, 2.4, 3.0 and 3.6. Please clarify.

    See notes on sheet 230 of 714 for Design Conditions.

    92). What work is included under this item (#231)

    Installing conduits in trenches, pullboxes, and metering cabinet.

    93). Please see sheet 111. Sign schedule calls out the following C.I.D.H. pile depths - B=5.95m, C=6.14m, F=5.00m. Elevation call out the following depths, D=4.0m, C=5.0m, F=5.5m. Please clarify.

    There appears to be an inconsistency on the plansheet. Bid it as you see it.

    94). Please specify page number and station locations for each item number.
    167-Furnish and Install Drain Pipe (Horizontal Drain)
    168-Drill Hole (Horizontal Drain)
    169-Horizontal Drain Connector Unit
    170-200 mm Collector System
    176-Jacked 600mm Weld Steel Pipe (6.35 thick)

    For bid items 167, 168 and 169 , see Contract Plans D-2, D-3 and standard plans D-99d. They are related to Edge Drain.
    For bid item 170, this item is related to underdrain. See Contract Plan D-3 and standard plans D-87c.
    For bid item 176, bid it as you see it.

    95). Sheet 222A of 714, (E-77), shows the relocation of the Emergency Generator. There are no Construction drawings for the New Storage Enclosure. How do we bid the construction of the new enclosure?

    See addendum 5 and contact the Duty Senior to view related As-Builts. See the Toll Bridge web page, http://www.dot.ca.gov/hq/esc/tollbridge/Carquin/CarqDocs.html for available documents.

    96) Refer to Bid Item 139, Furnish Structural Steel. Request to change from the specified waterborne inorganic zinc (Carbozinc D7-WB) to solvent-base inorganic zinc (Carbonzinc 11HS).

    Bid it using the waterborne inorganic zinc as per plans and specifications.

    97) Refer to Addendum No. 5, Section 10-1.45. Which statement governs? Paragraph one of page 26, "At the option of the Contractor…" or paragraph one of page 30, "Prior to installing driven piling…"

    There is no conflict between the two paragraphs. Bid it as you see it.

    98) Refer to Addendum No. 4, Pile load Test Report, page 62. Plan does not show a cut off elevation after completion of load test.

    The steel pile casing, reinforcement and testing equipment have been removed below mudline. All components of the access platform and supporting piles have been removed entirely. The remainder of the test pile will remain in place.

    99) Refer to Addendum No. 5, Section 10-1.44.5, Test Borings. See paragraph 10, second sentence (The test boring may be drilled after the steel shell is installed.) Compare with the second sentence of paragraph 22(Rock sockets shall not be drilled, and permanent steel shell and filled and unfilled steel casing shall not be fabricated or manufactured to length until written confirmation of, or revisions to, the specified pile tip elevations have been supplied by the Engineer.) Which statement governs?

    See Addendum 7.

    100) See Plan Sheet 131 of 714. Please provide the conversion or English equivalent to Welded Wire Fabric designated as 152x152 MW26xMW26.

    The English equivalent for MW26XMW26 is W4XW4.

    101) Refer to Plan Sheet 398 of 714. I have a question concerning the zinc button shown on plan sheet 398, GATHERER, SUSPENDER DETAILS NO. 2. It states that this has to be a cast zinc button. Can you tell me what load these buttons are estimated to be under? Can you also tell me if a swaged button can be use instead of a cast zinc button?

    Bid this item as shown in the contract documents. The load on the button varies with the load in the suspender and the specific suspender size, but is proportional to the change in angle at the gatherer. The swaged button is not acceptable as a substitute for the zinc button.

    102) The special provision section.10-1.64 of the above mentioned project says that the single undercoat of inorganic zinc coating shall be applied to the required dry film thickness in two or more applications. According to a technical support person of Carboline who is a leading manufacturer of the required paint material, in real practice the first layer shall receive light blasting removing 1mil (25 micron) in order to assure bonding to the second layer. If it is required it could cause significant cost increase. My question is if the light blasting is really required or not.

    Bid it per plans and specifications.

    103) Is the solvent type of inorganic zinc primer could be an acceptable alternative?

    Bid it using the waterborne inorganic zinc as per plans and specifications.

    104) According to Special Provision, 'box girder shall receive a single undercoat consisting of a waterborne inorganic zinc coating' but 'the single undercoat of inorganic zinc coating shall be applied to the required dry film thickness in 2 or more application.' It would be unusual to make 2 or more application of inorganic zinc coating. Do you have any specification available to make double applications of inorganic zinc? According to some information, sweep-blasting shall be applied after first coating. Is it correct?

    Bid it per plans and specifications.

    105) In regards to the cast zinc buttons that support the Type I Suspender Gatherers detailed on plan sheet 164 "Gatherer". Would a swaged button ferrule be an acceptable substitute to the zinc cast button? What is the maximum vertical load on these buttons?

    Bid it per plans and specifications. The load on the button is not required for bidding the specified button type.

    106) Refer to section Erection of Main Cables, Spinning Main Cable page 248 of the Special Provisions, (see paragraph 4).
    a) Please advise the frequency (pitch) of checking points of the said 500 mm spread.
    b) Please advise if such frequency (pitch) will apply to each and all strand(s).
    c) In case the spread at certain point is found over 500 mm, it will be adjusted and rectified by field splice. Please advise if thorough checking of spread must be made on each and all strand(s) again after such adjustment.

    a) The spread of wires in each strand is required to be checked in all spans (between points of support) at points of maximum sag for each respective span.
    b) Yes, it applies to each strand.
    c) Once a strand is accepted and banded, it need not be rechecked for wire spread.

    107) The second sentence (Shipment) reads "Stacking of box girders segments will not be permitted." Please advise if stacking in 2 tiers or more is allowed if the girder is stiffened internally strong enough to cater the loads of upper segments.

    Bid it per plans and specifications.

    108) Fabrication (Orthotropic Box Girder) Assembly (Orthotropic box girder) See the second paragraph in "Assembly." Please advise if we are allowed to assemble in sub-segments of standard length of 12.4 m and to erect the same for field jointing on the spot.

    The second paragraph in "Assembly" is intended to allow either a 24.8 meter segment or a pair of 24.8 meter segments to be erected. Splices between 24.8 meter segments are "field splices", located as shown on the plans. The first paragraph, second sentence in "Assembly" allows up to one transverse shop splice in the complete box girder cross section. Joining 12.4 meter sub-segments to make a 24.8 meter segment for erection would be considered a shop splice and therefore welded.

    109) If the above is permitted, please advise if we are allowed to make bolt connection to side, edge, bottom and longitudinal stiffener for connection between sub-segments.

    Per Note No. 5 on Girder Details No. 4 sheet (Plan Sheet 441 of 714), bolted splices may be proposed for splices between 24.8 meter segments on side, edge and bottom plates. However, the contractor is responsible for the design of the splice details as well as the impact of the additional weight on the bridge superstructure. Note that bolted splices are subject to the approval of the Engineer.

    110) Please confirm that the design has allowed additional weight of such connections.

    There has been an allowance for additional uniformly distributed future dead load on the structure (Plan Sheet 350 of 714). A portion of this dead load may be used to offset the added weight of bolted splices, subject to the approval of the Engineer.

    111)Note 5 on sheet 207, entitled Girder Details No. 4, allows the contractor to propose a bolted splice instead of a welded splice in certain areas. The design of the bolted splice is the responsibility of the contractor. As the bolted design would require the addition of splice plates, has this additional weight been considered in the design of the bridge supports, such as hangers and main cables? Would the contractor’s design be limited to the splice details, and not include the effect of the added weight to the bridge structure?

    There has been an allowance for additional uniformly distributed future dead load on the structure. A portion of this dead load may be used to offset the added weight of bolted splices, subject to the approval of the Engineer.

    112) D.S. Brown Company is listed as the sole supplier of the joint seal assembly as stated on page 194 of the special provisions. "Or equal" is given to which DSB joint seal is permitted. Other suppliers should be allowed (to bid).

    See Addendum 7.

    113) Currently the Joint Seal Assembly specification (in Addendum No. 5) requires that 3 assembly installations shall have been made in the United States. There have been many installations outside the United States but would not count. As there have been a limited number of suspension bridges in the United States, this should be changed to accept worldwide installations.

    The joint designer requires US installations of the joint seal assembly so its performance can be verified.

    114) Currently the Joint Seal Assembly specification (in Addendum No. 5) requires AISC Category 3-Major Steel Bridges certification. Category 3 is for girder suppliers and other fracture critical members, not joint seal suppliers. This should be reduced to Category 1 and permit other QC measures such as ISO as acceptable.

    The joint designer requires a Category 3-Major Steel Bridges certification.

    115) We would like a copy the Pile Driving Logs for the current Retrofit Project. The General Contractor for the retrofit is Balfour Beatty.

    Available information can be viewed by contacting the Duty Senior or you can download this information by clicking here (pdf format, ~3.7 megs). Be aware that The Carquinez Retrofit Project is not yet complete and none of the piles are at tip.

    116) Why have you published a fax number for inquiries if you are not going to respond?

    All inquiries received by the Duty Senior are diligently investigated and answers pursued. Because the answers have potential legal and technical implications, the responses are routed to appropriate personnel for review and discussion.

    117) We would like to perform a pre-bid study of the Class 1 (Hazardous Waste) and Class 2 (Contaminated Waste) excavated materials at the North Anchorage, South Anchorage and associated roadway. What permits would be required to perform the needed study?

    No pre-bid study of Class 1 and Class 2 excavated materials will be allowed at this time. Bid it per plans and specifications.

    118) Request to delay New Carquinez Bridge bid opening.

    See response to Inquriy #67.

    119) Please confirm that in the case the principal fails to pay a foreign subcontractor, the foreign contractor is also entitled to be remedied by the surety.

    Please see Payment Bond form in the proposal and contract.

    120) Is the contractor responsible for paying sales tax on State provided material?

    Please see Section 6-1.02, "State-Furnished Materials of the Standard Specifications"

    121) Please define "shallow waters" area.

    The "shallow water fish habitat" is defined as water of 3 meters (10 feet) depth or less. This is from Mean Lower Low Water. Allowed work window in the shallow water is Dec. 1 through Mar. 31.

    122) See page 176 of the Special Provisions "Permanent Steel Shells" for the State-Furnished 3000mm shell. Does the storage facility have marine access and loading facilities.

    Yes. See Addendum No. 5, Section 10-1.46 "Drilled Holes" specification.

    123) a) Log of test borings - How do we obtain the records for test boring nos. PB-1, PB-2, PB-3, PB-4 and PB-5?

    b) When will the steel shells to be supplied by Caltrans be available for shipment?

    c) Existing boring logs 95B-1 and 95B-3 do not appear to indicate the condition of the rock for the entire length of the CIDH to tip. Do you have any records that provide this information?

    a) Log of Test Borings sheets PB-1 through PB-5 were included in Addendum No. 5.

    b) See Addendum No. 5 Section 10-1.46 "Drilled Holes" specification.

    c) Bid it as you see it with the Log of Test Boring information provided.

    124) (see plansheet 163, Electrical Facilities Existing Admin. Building modification sheet E-17-21 )I will need a scale to properly estimate this area. There is no scale associated with this area for estimating purposes.

    As-Builts are available by contacting the Duty Senior.

    125) I have found in the "permits" section of the above Project documents, BCDC Permit No. RWP-9, dated Dec. 22, 1997, page 5 section c(Underwater Cleanup), pg 8 section C, item 1(removal of 1927 bridge), pg 10 Section D item a, c, k are all survey requirements called out for permitting, however I don't see these called out in the Plans and Specs for this project. Are these items a part of this project, if so where are they called out? OR, Are these surveys going to be contracted on a separate contract, if so who can I contact about that?

    See Addendum 4.

    126) Please clarify the meaning of the crosshatched area on sheet L-5 and L-6 (plansheets 10 and 11 respectively). I cannot locate a structural section for that area.

    See Legend on L-1 (Sheet 6of 714) for Hatching definition. Also, see Special Provision 10-1.26S REMOVE BASE AND SURFACING.

    127) Request to delay New Carquinez Bridge bid opening.

    See response to Inquiry #67 above.

    128) The revised bid date for the new I-80 Bridge of January 11, 2000 simply does not allow nearly enough time to prepare a comprehensive and thorough estimate proposal. It is urged that Caltrans attempt to keep at least two months beween the bid dates for these two large(04-0438U4 & 04-013014) projects.

    See response to Inquiry #67 above.

    129) Refer to Plan Sheet 325 of 714. I'm not able to find the specified fiberglass rebar size for the 152 X 305 and 102 X 305 RRP lumber dimensions. I am also not able to find a conversion from the specified EI value in MPa (page 259 of the Special Provisions) to English units.

    The fiberglass rebar size is #32 typical for all sections shown on "Typical RRP Section". The stiffness conversion factor to English units is 145.03 psi/Mpa.

    130) Section H-H (p.328/714) shows an area similar to a seal slab on the bottom of the footing pad. But, when looking at Section F-F (p.327/714), there is no seal slab shown. Which is right?

    Plan Sheet 328 of 714 has been revised. See Addendum No. 5.

    131) Regarding sheet 151. It shows a "PROPOSED HIGH MAST ELECTROLIER". DOES THIS PROPOSED ITEM GET ADDED TO OUR PROPOSED BID OR ARE THE ENGINEERS STILL THINKING ABOUT IT?

    The High Mast Electrolier is existing. It is not a proposed bid item.

    132) On page 88 of the special provisions in the first paragraph of "Excavation Dewater" you indicate that the contractor will be allowed to pump the volume of the excavation one time and then only 22 liters per square meter per 8 hours. It also says that well points and continuous pumping will not be allowed and that all pumping will be metered. Then on page 170 you indicate that the bottom of footing excavation shall be dewatered and made level before pile load testing. The excavation shall be kept dewatered during load testing. These two requirements appear to be in conflict since we can not install any more piles until the pile testing is completed and the south anchorage has a 6-foot seal course. How does Caltrans envision this construction taking place? There is no way to dewater the excavation and retain the structural integrity of the shoring since the water keeps the bottom of the excavation from blowing out until the seal course is poured. Also since this excavation is stepped in increments up to 2.5 meters at both the South and North Anchorages, how does Caltrans assume the Contractor will be able to control water inflow into the excavation even after the seal course concrete is placed when allowed to pump only 22 liters per square meter per 8 hours. Please explain the dewatering plan Caltrans assumed to adequately control water flow into the footing excavations.

    The focus of the dewatering spec. is to prevent continuous discharging without the institution of any controls to limit the amount of water recieved in the excavation (both stormwater and groundwater). The statement of "continuos pumping of excavations for dewatering purposes are not allowed" is not entirely correct, continuous dewatering is allowed after the initial volume provided its managed within the seepage rate.

    Calculations show the discharge of water allowed per day (seepage rate) for the south anchorage would be approximately 36,405 gallons (137,808 L), while that for the north anchorage would be 30,633 gallons (115,962 L). This daily rate applies only after the contractor has been allowed to discharge an intial volume of approximately 4 million gallons for the south anchorage and approximately 9 million gallons for the north anchorage. This is a tremendous allowance, especially for the north anchorage where groundwater is not expected to be encountered unless perched conditions are present. If perched ground water is present at the north anchorage, it will most likely generate an insignificant volume compared to the initial volume of dewatering.

    The spec. requires treatment of the water by the use of a filtering media (activated carbon). The filtering media will have a certain lifetime based on the mass of contaminant recieved; as a result, limiting the volume of water limits the mass of contaminant recieved by the treatment system. If unregulated dewater is allowed, then we would most likely expend the filtering media beyond the 8 vessels predicted within the specification. Furthermore, regulating the dewatering rate minimizes the movement of potential contaminant plumes that might increase the rate of use of the filtering media.

    133) We would like to obtain a copy of the Site Investigation which includes the Lead and Asbestos survey for the maintenance facility on the North Approach. Can you please direct us to either a web address to download it from or advise the title and date of the report in order that we may obtain it from BPS.

    The document "Asbestos and Lead Paint Survey Reports, Geocon Environmental Consultants/Caltrans, June 1999" is available at Blue Print Services (BPS), telephone 510-287-5485 or you can download at "http://www.dot.ca.gov/hq/esc/tollbridge/Carquin/CarqDocs.html".

    134) Under which Item will removal of the old enclosure be paid?

    Bid item 254, RELOCATE BACKUP GENERATOR AND TRASH ENCLOSURE.

    135) Where is the Jacked WSP?

    See response to Inquiry #94.

    136) Do the special provisions exclude me from bidding as a field welder for the pile splicing if I'm to use a semi-automatic dual shield stick welding process? (See Special Provisions pages 168 and 187)

    The special provisions (pages 168 and 187) only call out AWS D1.1 for field welding, D1.5 for electrodes, and require full penetration groove welds. They do not exclude how you weld it, as long as the acceptance criteria for NDT are met.

    137) How many marine test borings are there? Addendum 7 says 1 at each "cast-in-drilled-hole concrete pile." There are 14 on plans, but none shown for Tower 2 (actually 1). I assume there are 12 more for tower 2 (EE1-3, BW1-3, WE 1-3 and WW 1-3). Is this correct? What are the tip elevations for the Tower 2 additional piers - if they exist?

    In addition to the test borings at the south anchorage, the addendum special provisions identify that one boring should be drilled at the center of each cast-in-drilled hole concrete pile at Towers T2 and T3. There are 12 borings at each tower foundation, corresponding to the 12 CIDH piles at each tower. All other piling adjacent to the towers for ship protection is identified as cast-in-steel-shell concrete piling, and do not require test borings.

    138) (See item 104 (S) and plan sheet 5/348). Are these items to be domestic steel? (Buy American).

    No. Addendum 1 removed Section 5-1.12, "Buy America Requirements for Miscellaneous Metal and Structural Steel" from the Special Provisions.

    139) Bid Item #107 (s) Install state furnished Steel casings. Are the shear rings in these cans or is the contractor to install them?

    The shear rings are not installed in the State furnished steel casings. The contractor is to install them. They are paid for as "3000 mm permanent steel shell". See Addendum No. 5.

    140 a)(see Section 55-3.17, Steel Structures, pg. 232) "The extent of radiograpic testing on groove welds shall be in accordance with the requirements in AWS D1.5, subsection 6.7.1.2... If the percentage of inspected welds, shown in the following table, taken at 6 random locations within the box girder segment fails,"... AWS D1.5 does not require radiographic inspection of longitudinal butt joints in beam or girder webs. Do the longitudinal shop splices in the Box Girder Shell fall within this criteria?

    The extent of radiographing of groove welds shall follow the table on pages 233 & 234 of the Special Provisions.

    140 b) The extent of radiograpic testing on groove welds shall be in accordance with the requirements in AWS D1.5, subsection 6.7.1.2.... Nondestructive testing shall conform to AWS D1.5, section 6. ... If the percentage of inspected welds, shown in the following table, taken at 6 random locations within the box girder segment fails..." Is the extent of required testing per AWS D1.5 or per the table?

    The extent of radiographing of groove welds shall follow the table on pages 233 & 234 of the Special Provisions.

    140 c) To determine the cost of weld examination we need to know which welds are main load carrying members subject to calculated tension and reversal of stress, compression, etc. These need to be designated on the contract plans. Or none are assumed to be main load carrying members.

    The table (pages 233-234 of the special provisions) indicates the main members and the type of stresses.

    141) (see plan sheet 476/714) Detail shows a channel 82.5mm x 82.5mm, (3 1/4" x 3 1/4") only size availible is 3 1/4"ht x 1 5/8" wide. My supplier can't find a manufactor who makes the channel specified. Does the designer know of any supplier for this channel?

    The conduit support channel can be of an equivalent section, subject to the approval of the Engineer.

    142 a) (see 55-3.17, Steel Structures) Addendum 3, of the Special Provisions under FABRICATION (ORTHOTROPIC BOX GIRDER) states the following; Welding- The extent of radiographic testing on groove welds shall be in accordance with the requirements of AWS D1.5, subsection 6.7.1.2 In addition, twenty-five percent of all main members tension groove welds, in material in excess of 13-mm thickness shall be ultrasonically tested. Also in the special Provisions in this same section is the following; Nondestructive Testing- Nondestructive testing shall conform to AWS D1.5., Section 6. .... If the percentage of inspected welds, shown in the following table, taken at 6 random locations within the box girder segment fails,... This table lists Extent and Type of Testing which is very different than the requirements stated previously in these special provisions and these two do not work together.

    Follow the table on pages 233-234 of the special Provisions. The first paragraph on page 232 is an amendment to the Standard Specifications only, therefore the table on pages 233-234 takes precedence.

    142 b) For any NDE, the applied stress need to be shown on the bid documents. If the required NDE is per the Table on page 233 than the type of testing is answered, but not the acceptance criteria. If the NDE is per AWS D1.5 than the type of testing is based upon the applied stress for each given type of stress, i.e., tranverse splice weld, tension areas would require radiographic testing, compression areas would require ultrasonic testing with each have acceptance criteria based upon the stresses. For NDE per AWS D1.5 we would have to have the stresses shown to be able to estimate the NDE cost.

    The NDE requirements are those listed in table on page 233 of the Special Provisions.

    143) The special provisions, in section 10-1.56, under the paragraph titled "Orthotropic box girder drawings.", requires that working drawings (shop drawings) and supplemental calculations stamped by a Civil Engineer registered in the state of California. This requirement presents two problems.

    a) The total scope of work is not definable. Does the engineer stamping the working drawings need to do a complete verification of the entire bridge? If he does not do this then the calculation would seem invalid? Does this engineer become the engineer of record on the project. If not who is tiebreaker for disputes regarding engineering questions. How can this be defined ahead of time?

    b) Cost of added work not definable. It will not be possible to define the cost of the added engineering and verification, as we are being asked to verify someone else’s work with out the benefit of having the calculations and or the concepts used in the preparation of the design documents. Does the engineer stamping the drawings need Errors and Omissions insurance to cover the potential cost of a failure and or major problem. If the drawings are submitted to Caltrans for approval with a stamp from an engineer and they are then rejected for any reason they would have to be restamped. This could add costs to the project that cannot be measured at this time.

    a) Section 10-1.56 working drawings are not intended to provide a design verification. See page 219 of the Special Provisions for a listing of working drawing and supplemental calculation items. The engineer of record is the design engineer, not the contractor.

    b) The engineer stamping the construction drawings must be covered by liability insurance meeting contract requirements. See page 219 of the Special Provisions for a listing of construction items requiring civil engineer's stamp. All drawings for every submittal must be stamped by a registered engineer.

    144 a) Profile and grade camber per each bridge section. We assume that there is no Camber in the box sections, longitudinally. We assume that profile grade can be accommodated at the splice joint between blocks by a miter cut. Therefore the blocks are straight and the top and bottom are parallel throughout the block. Is this correct?

    b) We have been unable to find a transverse camber diagram. Without such a diagram we conclude that the transverse bulkheads are simply straight members and that no camber is to be provided in the transverse direction of any girder box section; is this correct?

    a & b) Camber of box girder segments (transverse and longitudinal) shall be detailed and fabricated so that dimensions shown on the plans will be obtained within the specified tolerances. Dead load deflection need not be considered to achieve the specified tolerances.
    The response to both questions a and b is yes. Profile of box girder segments (transverse and longitudinal) shall be detailed and fabricated so that dimensions shown on the plans will be obtained within the specified tolerances. Dead load deflection need not be considered to achieve the specified tolerances.

    145) Do the special provisions exclude me from bidding as a field welder for the pile splicing if I'm to use a semi-automatic dual shield stick welding process? (See Special Provisions pages 168 and 187)

    The special provisions (pages 168 and 187) only call out AWS D1.1 for field welding, D1.5 for electrodes, and require full penetration groove welds. They do not exclude how you weld it, as long as the acceptance criteria for NDT are met.

    146) Is it Caltrans' intent that the permanent 3000 mm casing be dewatered above the construction joint?

    The casings may be dewatered to the top of the construction joint as shown on the plans.

    147) (see plan sheet 615) Sheet EE-33, pull box schedule, Type "G" pull box is noted as 406mm x 356mm x 3567mm. Please clarify the 3567mm, is this the correct size?

    It appears there is an error in this dimension. Bid it as you see it.

    148) (see Project Note 70, plansheet E-14) No conduit size noted, what size conduit?

    The callout appears to be missing. Bid it as you see it.

    149) First sentence refers to state furnished materials in section 8-1.03 "State Furnished Materials." There are no HAR materials listed. What HAR materials will the state supply?

    Section 8-1.03 "State Furnished Materials" is correct, no HAR materials will be provided by the state.

    150) We assume the "shallow water" is defined by a vertical plane at the -3 meter contour. In other words, work is permitted at all times on the deeper side of the -3 meter contour. Is this correct?

    The "shallow water fish habitat" is defined as water of 3 meters depth or less. This is from Mean Lower Low Water. Allowed work window in the shallow water is Dec. 1 through Mar. 31.

    Work is permitted at all times on the deeper side of 3 meter depth provided the contractor fulfill the requirements on all relevant permits and agreements.