TG Structural Steel Superstructure

Transcription

1 TG Structural Steel Superstructure Questions are numbered in the order received. Numbers missing in the sequence have been answered in previous response sets. Question Please reference question and answer 0127 submitted on Package TG07.1 does not cover stair elevations. The following drawings contain the stair elevations; A Stair 202 & Elevator PE203 Partial Plans and Section A Stairs 303 & 313 Partial Plans and Section A Stairs 302 & 312 Partial Plans and Section A Stair 402 Partial Plans and Section A Stair 701 Partial Plans and Section A Stair 803 Partial Plans and Section A Stair 802 & 804 Partial Plans and Section A Stair 311, 805, 806 & 807 Partial Plans A Typical End of Platform Stairs Section A Stair 901 Partial Plans and Section A Stair 202 Section A Stair 403 Section A Stair 302 Partial Plans & Section A Stairs 305 & 306 Partial & Section 1. The referenced drawings are not part of the TG07.1 scope of work. These drawings will be issued in a future bid package. 2. The elevators, elevator requirements, elevator rails, and elevator rail connections will be issued in a future bid package Please reference documents where the elevator connection details can be found February 7, 2013 Webcor/Obayashi Joint Venture 175 Beale Street San Francisco, CA Re: TG07.1 Structural Steel Superstructure Package Long Form Subcontract We have had an opportunity to review the Webcor/ Obayashi Joint Venture Long Form Subcontract for the Transbay Transit Center Project. There are four critical issues that must be addressed before [BIDDER] continues with its pursuit of the project. First, section 7 of the Long Form Subcontract should be revised to include a waiver of consequential damages and limit the Subcontractor s liability for liquidated damages as follows: The following sections were updated in TG07.1 Addendum #7: Section 7, Damages Section 17, Claims Resolution Procedures Section 25, Special Provisions Section 24, Attorneys and Experts' Fees and Costs, was removed in Addendum #7. Section 19, Warranty, will not be changed. February 27, 2013 TG Bidder Q&A Response Set 9 Page 1 of 6

2 SECTION 7. DAMAGES Contractor and Subcontractor mutually waive claims against each other for incidental or consequential damages arising out of or relating to the Subcontract. This mutual waiver includes damages for lost anticipated profits, rental expenses, for losses of use, revenue, financing, for principal office expenses including the compensation of personnel, for losses of revenue (including profit), financing, business and reputation, and for loss of management or employee productivity or of the services of such persons. For the purposes of these Contract Documents, liquidated damages are direct damages and nothing contained in this section shall preclude an award of liquidated damages, when applicable, in accordance with the terms and conditions of the Contract Documents. Subject to the foregoing mutual waiver of consequential damages, if Subcontractor should default in performance of the Work or breach any provision of this Agreement, or should otherwise commit any act which causes delay to the Contractor s work, Subcontractor shall be liable for all direct losses, costs, expenses, liabilities and damages, including liquidated damages, sustained by Contractor, or for which Contractor may be liable to the Owner or any other party to the extent caused by Subcontractor's default or breach. Subcontractor s maximum aggregate liability for delay, including liquidated damages assessed by Owner, under this section shall be $5,000,000. Subcontractor s liability for liquidated damages arising out of Subcontractor s default in performance of the work or breach of any provision of this Agreement shall be limited to amounts, if any, assessed against Contractor by the Owner and shall be further limited to the extent of Subcontractor s comparative fault for such losses. Second, section 25.3 currently states that the Subcontractor s two-year warranty commences on the date that the project is completed. As you know, the structural steel work will be completed long before the project is completed. With an anticipated completion date pushed out to 2017, the Subcontractor s two-year warranty would turn into an approximately five-year warranty. This extended risk is unacceptable. The Subcontractor s two-year warranty should commence once the Subcontractor substantially completes its scope of work. February 27, 2013 TG Bidder Q&A Response Set 9 Page 2 of 6

3 Third, the Long Form Subcontract has a binding arbitration clause in section 17.2, while section 13.1 of the Prime Contract states that disputes under the Prime Contract will be adjudicated in a California court. All disputes should be resolved in a court of law, including those that arise under the Long Form Subcontract. Arbitrations are just as costly and time consuming as litigation, without the ability to appeal an erroneous ruling of law. Fourth, section 24 of the Long Form Subcontract gives the prevailing party in any dispute its attorneys fees. These clauses promote litigation, which benefits only the lawyers who drafted these clauses in the first place. If the parties are forced to bear their own attorneys fees, the parties will work for a resolution before disputes escalate. All parties should be forced to bear their own litigation costs and attorneys fees. Please let us know at your earliest convenience whether these proposed revisions will be incorporated into the Long Form Subcontract. Thank you for your consideration Detail 1/S5052 Sincerely, [BIDDER] Ref. 1-1/2 A490 bolts and 1-3/4 A354BD bolts. Would rods threaded with nuts at two ends in lieu of headed bolts be acceptable? Please confirm that this reference is only for WUF-W, and does include heavy sections as shown on Figure S Reference sheets S1-2304, S & S details 1-3/S are referenced for elevator SE401. No elevations are provided to identify the member sizes (i.e. S S1-7139) and no details are called out for connections. Please provide all missing member sizes and detail information. A490 is a headed bolt by specification, and A354 is available as such. Threaded rods with nuts at two ends are not acceptable. Section paragraph 2.2.C.2.c.1, which reads, "The weld access hole detail shown in Figure 6.2 of the AWS D1.8 shall be used unless the section is a Heavy Section," shall be revised to read, "The configuration of the weld access hole shall be as detailed in the contract documents. Where the weld access hole is not specifically detailed, Figure 6.2 of the AWS D1.8 shall be used unless the section is a Heavy Section." The four rail support posts at each level are HSS 12x6x5/8. Attach HSS's to top of fill on metal deck and underside of WF beams per 1/S February 27, 2013 TG Bidder Q&A Response Set 9 Page 3 of 6

4 S Sheet S is missing and 1/S is referenced on S that appears to have structural HSS or stair HSS columns that are un-sized please provide sizes and all connection details S and S1-8020, details 1 & 4 On both of these drawings are titled the same. None of these details are cut on plans. How are we to know where to use the each detail? S was issued in Addendum #3 and modified in Addendum #4. The HSS vertical members on 2/S (QTY = 2) are not required and will be removed from the documents. These are typical details to be applied as applicable. Details 1 & 4 on S by title are for bus and second levels, respectively, at spandrel beams. These details show the condition where beam framing is perpendicular to the spandrel beam S Reference C & D/S Wall Support Framing Please provide specific connection details at top and bottom of HSS members. The vertical HSS do not line up or frame directly on a WF member (reference floor plans). Will these be framed similar to Elevator Steel i.e. 1 & 11/S or 1 & 5/S1-7630? S S Reference S S First, please confirm all HSS columns above Roof Park Level are HSS10x10x5/8 only reference to HSS Column size are shown in details A & B/S Secondly, please provide all HSS column base plate to wide flange connection (i.e. base plate thickness, base plate welding requirements, bolt quantity & grade, stiffener plate details for wide flange supporting HSS column etc.) S Reference detail 1, 2, 4, 5, 7/S Please provide gusset plate schedule/information that provides all required gusset plate thicknesses, weld sizes and weld lengths. Note 1 in these details says to see brace frame elevations for brace, gusset plate and weld information this is not provided in brace frame elevations. Details 1 & 4 on S by title are for bus and second levels, respectively, also at spandrel beams. These details show the condition where beam framing is parallel to the spandrel. Note that per these details, the spacing of the members is aligned with each vertical mullion of the W-2 system. Bidder may assume details 4, 7, & 10 on S as applicable. See also detail 6/S1-7630, which is specifically called out on C/S S to S are for PE 403/404 & PE 502/503. HSS columns for PE 403/404 above roof park level are shown on partial plan 1/S1-7107, which is backreferenced from S & S1-7135, and confirms HSS10x10x5/8 column size. For PE 502/503, column sizes that are not identified above roof park level are confirmed to be HSS10x10x5/8. These HSS column connections to wide flange beam below are per 10/S issued in Addendum #4. Note 1 should reference "Brace Connection Schedule," which is detail 8/S and contains brace, gusset plate, and weld info. February 27, 2013 TG Bidder Q&A Response Set 9 Page 4 of 6

5 S S Reference S S Can all HSS10x10x5/8 columns above Roof Park Level be changed to a W10x49 wide flange column? This section has 10 depth & 10 width and 9/16 flange thickness. The HSS10x10x5/8 section and details 1, 2, 4, 5, 7 & 9/S make the HSS section virtually impossible to fabricate as well as keeping this section straight and holding dimensions (due to weld shrinkage). How do we slot the HSS at each gusset plate & fabricate the ¾ continuity plate, and CJP weld this HSS in 4 places (4/S1-7632) and still make the 5/16 fillet weld at the top & bottom to the ¾ continuity plate inside of the HSS section (9/S1-7632). It would be much cheaper to use the W10x49 and eliminate in most cases 4 to 6 splices per HSS section. HSS columns were chosen due to the loading from multiple lateral directions. A W10 would only be strong in one direction and is not acceptable. We disagree that the connections are virtually impossible. Note that the continuity plate is intentionally sized to fit inside the HSS and to act as the backing for the CJP splice of the HSS. We expect a possible sequence to be: 1. Weld gusset/shear plates to continuity plates. 2. Weld HSS halves or quarters to the assembly where there is gusset or shear plate to beam. 3. Weld HSS columns above and below brace connection Bid items 14,15,16 are to be included in Bid Items #18 or #20. We believe it would be best to reverse this and include Bid Items 18 and 20 in Bid Items 14,15 or 16. This is how the authority moved the respective above grade steel bid items Unser Section 3.2 (L) 4 welding stress relieving is indicated, which specific connections require this process to be applied? In section 3.2 (L) 4.c heat treatment is indicated, are there specific connections which require heat treatment that may differ from welding stress relieving? Welding CVN electrodes rated for 80 ft-lbs at 40 degrees F are not available, please provide Manufacturer and product that can meet this rating Weld tab removal is noted as required at heavy section tension splices, which connections on this project are heavy section tension splices? Fabricator should weld opposing sides of HSS's where possible to minimize distortion. The Bid Form will remain as issued in TG07.1 Addendum #7. Specification paragraph 3.2.L.4 requires the contractor to use a stress relieving technique, following the approved weld procedure to be developed by the Contractor s welding consultant. The determination of a requirement for heat treatment will be part of the Contractor's welding procedure development. See response 164. Section paragraph 2.2.C.h, which reads, "Heavy Section Joint Weld Tab Removal and Finish: All welded tension splices in Heavy Sections, shall have the weld tabs removed and ground Extra Smooth," shall be revised to read, "Remove weld tabs for all welded splice and welded beam-to-column connections that are part of Seismic Frame members, grind Extra Smooth, February 27, 2013 TG Bidder Q&A Response Set 9 Page 5 of 6

6 and inspect using MT. Conform to Sections and of AWS D1.8." Which standby trades is the subcontractor responsible for including in the bid? The project consists of cost sensitive items which impact the subcontractor s upfront costs. In an effort to avoid financing costs, will the subcontractor be paid for the following: TG07.1 trade subcontractor shall supply all personnel required to complete their scope of work. See Specification Section , General Conditions, Article 9, Payments and Completion, which was updated in Addendum # a. Cost of raw materials procured by fabricators b. Payment for fabricated materials stored off site. c. Payment for mold, tooling, and first article costs related to the cast nodes For the field welding on the EBF link beam, we are anticipating using FCAW-S. We have been told by welding electrode manufacturers that the degrees F is not available in this type of welding. Please confirm that the degrees F is strictly for the shop welding of the EBF link beam. As specified in Section , paragraph 2.1.C.2, the CVN notch toughness of 80 ft-lb at 40 deg F is only applicable to the complete penetration weld of the EBF link beam web to flange. See also response February 27, 2013 TG Bidder Q&A Response Set 9 Page 6 of 6