CONTRACTOR'S INQUIRY RESPONSES

SEPTEMBER 8, 1999

CONTRACT NO. 04-0435U4

(Project 18)

SITE VISIT ANNOUNCEMENT: No site visits are scheduled at this time. However, Caltrans may schedule a site visit upon request, based on need and available resources. Please contact Toll Bridge Duty Senior by email to request a site visit. The following information regarding the site visits is for bidders' information.

 

NOTES:

(1) PLEASE NOTE THAT ALL PERSONS MUST SIGN THIS FORM. BEFORE HE OR SHE MAY ACTUALLY GO ON THE SITE VISIT.

(2) Private vehicles will not be allowed on the bridge to park in lane closures. Prospective bidders must take the shuttle bus to the various bridge locations.

(3) Access to the tower saddles will be arranged for the Friday visit. Please notify the Duty Senior by Thursday if you intend to visit the top of towers via cable walk.

REQUIRED SAFETY GEAR (BOTH DAYS):

Fall protection equipment - full body harness, 2 lanyards with large snaps (ladder hooks)

Safety vests

Hard hat with chin strap

Leather gloves

Flashlights

Coveralls

Work boots

Safety glasses

Ear protection

Flotation vest

Warm clothing (strongly recommended)

 

 

LOWER DECK SITE VISIT - THURSDAY

SITE VISIT ITINERARY

7:45 a.m.:

 

Meet at 111 Grand Avenue, Oakland, California 94623 (outside lobby).

 

 

 

8:00 a.m.:

 

Board Caltrans shuttle bus.

 

 

Leave 111 Grand Avenue for lower deck of San Francisco-Oakland Bay Bridge (SFOBB).

 

 

 

8:30 a.m.:

 

Arrive on lower deck near Pier W1, south side of SFOBB (right lane), or at anchorage.

 

 

Tour the following locations:

 

 

(1) Continuous Truss - walk along lower deck; climb below lower deck to top of San Francisco anchorage and top of Bent YB1; view side truss from maintenance scaffold.

 

 

(2) Suspension Spans - walk along lower deck; climb below lower deck to top of Bent YB1 and top of Pier W4; view lower tower floor struts and inside of towers at Bent W2; view inside of steel shroud at Pier W4; view side truss and future cable band locations from maintenance scaffold; view below lower deck from maintenance traveler.

 

 

(3) Yerba Buena Anchorage - climb below lower deck to top of anchorage.

 

 

 

12:00 p.m.:

 

Board Caltrans shuttle bus and return to 111 Grand Avenue.

 

 

 

12:15 p.m.:

 

End of Day 1.

 

 

BOAT SITE VISIT AND UPPER DECK (INCLUDING TOWERS) SITE VISIT - FRIDAY

SITE VISIT ITINERARY

7:45 a.m.:

 

Meet at 111 Grand Avenue, Oakland, California 94623 (outside lobby).

 

 

 

8:00 a.m.:

 

Board Caltrans shuttle bus; leave 111 Grand Avenue for Emeryville Marina (SFOBB).

 

 

 

8:20 a.m.:

 

Arrive at Emeryville Marina.

 

 

Board Caltrans boat and leave for tower base at Pier W6 or other towers; access to tower pier, legs, and diagonals.

 

 

 

10:30 a.m.:

 

Return to Emeryville Marina.

 

 

Board Caltrans shuttle bus for upper deck, north side of SFOBB. Visit the top of the towers via cable walk or walk along upper deck. Due to lane closure limitations, walk along upper deck may be cancelled.

 

 

 

1:00 p.m.:

 

Board Caltrans shuttle bus and return to 111 Grand Avenue.

 

 

 

1:15 p.m.:

 

End of site visit.

 

 

CALTRANS TOLL BRIDGE RETROFIT PROGRAM ADDRESS

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.

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 Program 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) Would contract plan electronic files be available to contractors?

Contract plan electronic files will not be available to contractors.

2) What is the coastwise trade determination for qualified barges?

A non-coastwise qualified barge may be used as a moored stationary work platform within the territorial waters of the United States without violating the coastwise laws, provided that it transport neither passengers nor merchandise while under tow between coastwise points." Contractors have to get all the appropriate permits from the US Coast Guard.

3) Does the worker's compensation insurance for this project fall under the jurisdiction of the United States Longshore and Harbor Worker Act/ or the Jones Act?

The Jones Act (46 U.S.C & 13 et seq.) applies to seamen and shipping and does not relate to construction workers on the bridge. The Longshore and Harbor Workers' Compensation Act (33 U.S.C. & 901 et seq.) applies to employees engaged in maritime employment. A federal court decision of the Fourth Circuit Court of Appeals has held that a construction worker employment in building a bridge over navigable water, designed to benefit both traffic and navigation, is engaged in maritime employment under the Longshore and Harbor Workers' Compensation Act. (LeMelle v. B.F. Diamond Const. Co.)(1982) 674 Fed2.d 296). Under California law (Lab. Code & 3700), every employer is responsible for being insured against liability to pay workers' compensation. That responsibility is incorporated into the Department of Transportation's (Department) construction contracts under the provisions of the Standard Specifications Section 7-1.01(A)(6) that requires the construction contractor to certify compliance with Labor Code Section 3700.

4) Please let me know that part of the work on either or both spans will require contractors to have access to the underside of these spans. The description advertised for the West Span comments more on towers and superstructure. Is this intended to mean above the deck only, or is work expected to be completed underneath the deck and between the towers as well?

Please look at the plans and special provisions to determine the work that are involved with this project. Plans and special provisions may be obtained at the Department of Transportation, Plans and Bid Documents, Room 0200, Transportation Building, 1120 N Street, Sacramento, CA 95814, or may be seen by appointment at the office of the Toll Bridge Program Duty Senior at 111 Grand Avenue, Oakland, CA 94612; telephone number (510) 286-5549; email Duty_Senior_Tollbridge_District04@dot.ca.gov.

5) Please let me know the company list which procure bid documents for this project.

For a list of contractors who have requested bid or non-bid packages that are "out-to-bid," CLICK HERE. Please note that the information is updated daily.

6) May we purchase the original design and shop drawings for the West Bay superstructure only? Please advise us of the cost and address for requesting the same.

The as-built contract drawings and shop drawings are available in five (5) CDs. The CDs are available at the following location: Kinko's, 1221 Broadway, Suite 49, Oakland, California 94612. Please call Kinko's at (510) 465-5209 and ask for Computer Services to reserve your CDs at least 24 hours in advance. Price: $34.95 per CD. REVISED RESPONSE: The CDs are no longer available at Kinko's. The 5 CDs are mailed out to all planholders. If you purchased the CDs from Kinko's and would like to get reimbursed, please send a written request along with the receipt for the purchase to the Tollbridge Duty Senior.

7) Will Caltrans provide any lane closures or boat trips for contractors to see the job prior to the bid date of August 10, 1999? If so, when will Caltrans provide these opportunities to see the job?

Tours for this project will be held periodically, approximately every two weeks over the next months. Details of the tours will be posted on this website prior to each tour. Reservations are required, and suggestions or requests for areas to be visited will be considered. Please email Duty_Senior_Tollbridge_District04@dot.ca.gov to make reservations or requests. The first boat tour is scheduled for May 28, 1999.

8) Will Caltrans arrange multiple visits and will the visits incorporate both the water and roadway portions of the job? When will these site tours be held?

Please see response to Inquiry No.7.

9) What arrangements have been made to allow the contractor to visit the project site? Of particular interest would be:

A. Upper roadway - backspans, mainspans and at towers

B. Lower roadway - backspans, mainspans and at towers

C. Towers - pier footing, main cable saddles

Please see response to Inquiry No.7. Thank you for your suggestions. We will consider your suggestions in our planning of the tours.

10) What software do you use to view the as-built drawings in the CDs?

For PCs, we use Imaging or Microsoft PhotoEditor to view the drawings. For Macintosh computers, we understand that Kinko's have successfully viewed the drawings with Adobe PhotoShop v5.0.

11) Special Provisions, section 55.2.01 specifies all structural steel to be of grade 36. Furthermore, sec 55-2.02 specifies that all steel unless otherwise shown on plans is to be A709/A709M, grade 36. Contract plans sheet 102 of 1049 (General Notes) specifies that "all shapes and plates with the exception of fill plate" are ASTM A709 grade 50!

Please clarify if the steel is grade 36 or grade 50?

The general note is correct. For Structural Steel plates and shapes, all shapes and plates are ASTM A709, Grade 50 and the fill plates shall conform to ASTM A709, Grade 36 unless otherwise noted.

Sections 55-2.01 and 55-2.02 in the special provisions are amendments to the Standard Specifications. Please see Section 1 (page 7) regarding amendments to the Standard Specifications.

12) We have reviewed the plans and specifications on the above captioned project and find we need clarification on the following items:

1. Where existing rivets are to be removed and replaced with the one inch diameter high strength bolts, are said existing rivets also one inch in diameter?

2. Where existing rivets are to be removed and replaced with the (3/4" diameter) high strength bolts, are said existing rivets also (3/4") in diameter?

3. Where existing heads of rivets are to be removed and ground flush, are we to assume that these existing rivets are one inch in diameter?

Please refer to the as-built contract drawings and shop drawing for existing rivet sizes not shown on the plans.

The as-built contract drawings and shop drawings are available in five (5) CDs. The CDs are available at the following location: Kinko's, 1221 Broadway, Suite 49, Oakland, California 94612. Please call Kinko's at (510) 465-5209 and ask for Computer Services to reserve your CDs at least 24 hours in advance. Price: $34.95 per CD. REVISED RESPONSE: The CDs are no longer available at Kinko's. The 5 CDs are mailed out to all planholders. If you purchased the CDs from Kinko's and would like to get reimbursed, please send a written request along with the receipt for the purchase to the Tollbridge Duty Senior.

13) Please reference Special Provisions section 10-1.34 subsection 55-3.14 titled "Bolted Connections." First paragraph allows the Contractor to use either HS bolts, nuts, and washers or tension control bolts, buts, and washers. DTI's will be allowed on HS bolt assemblies. Paragraph twelve of this same subsection requires "Tension control bolt, nut and hardened washer, whenever practicable." Who defines the locations which are practicable? This same paragraph also contradicts a previous statement in paragraph one stating, "Direct tension indicators shall not be used at any location." Please clarify.

Direct tension indicators shall not be used at any location. Section 55-3.14 in the special provisions is amendment to the Standard Specifications. Please see Section 1 (page 7) regarding amendments to the Standard Specifications. Where tension control bolts can be installed, tension control bolts shall be used. High strength bolt assemblies shall be used at all other locations.

14) When drawing call-outs indicate "remove rivet and replace with ***" high strength bolt" are we to assume that we are replacing the rivet with the same diameter bolt unless otherwise noted?

Please refer to the as-built contract drawing for existing rivet sizes not shown on plans.

15) Is there a difference between item 19, Jack Bridge (Location A) and item 20, Jack Bridge (Location B)? There is no explanation in the Special Provision section 10.1.22A.

There appears to be missing information in the specials. Unless you see an addendum, please bid in accordance with the current plans and specifications.

16) Please reference Special Provision 10-1.35, "REMOVE AND ERECT STRUCTURAL STEEL," section titled "PAYMENTS." Does the "temporary bracing systems" referred to in this clause apply to the "as designed" temporary bracing shown throughout the contract drawings (e.g. sht. 313/940). Is this material included in the quantity (17,530,000 lbs) for items 38 and 39 or is it incidental to the "ERECT STRUCTURAL STEEL (BRDIGE)" item?

The temporary bracing in this clause refers to the temporary bracing shown on the plans and are included in the "Erect Structural Steel (Bridge)" item.

17) Please furnish material specification for the "as designed" temporary bracing shown in the contract plans as it pertains to ASTM designation and grade, shop paint, bolts and bolting, inspection and random testing, inclusion or exclusion from the $0.02/lb inspection deduct. Is the Contractor allowed to furnish an alternate "temporary stay" of his own design?

It appears that information on the temporary bracing in question is missing. Unless you see an addendum, please bid in accordance with the current plans and specifications. Please see Section 5-1.14, "Cost Reduction Incentive," regarding any proposals to modify the plans or specifications.

18) Please reference contract drawing 274 of 940. The "star" in the legend indicates "new 1-3/4" high strength bolts." We believe this call-out should be "new*" high strength bolts." Contract drawing 280 of 940 has an identical detail. The "star" indicates *" high strength bolts. Please verify.

There appears to be conflict on the plans. Unless you see an addendum, please bid in accordance with the current plans and specifications.

19) (A) Please reference contract drawing 216, 217 / 940. An optional field weld is shown. The field weld is not an option. There is not sufficient area for a welder's hand and head to access the weld on the right hand side of the tube as shown in section M-M and section H-H. The weld symbol shown requires a *"fillet on the outside of the tube and a *"weld on the inside of the tube. Are the weld symbols drawn incorrectly in section H-H and M-M? (B) The back to back angles of the diaphragm in section F-F and G-G bolt through a cover plate that covers the very manholes that are used to access the interior of the tower legs for this work (SE 218, 219 / 940). How do you access the bolts on the inside of the tower once the cover plate is installed?

(A) It appears that the welding symbols in Section H-H and M-M conflict. Unless you see an addendum, please bid in accordance with the current plans and specifications.

(B) There appears to be an accessibility issue with the section in question. Unless you see an addendum, please bid in accordance with the current plans and specifications.

20) Please reference contract drawings 218, 219 /940. Section I-I and section J-J. What means are provided to access the topside of the top diaphragm plate to field weld the tube as shown on sheet 217, 218, and 220? The tube cannot be welded to the end plate in the shop. The completed unit would then be too long to tip into position. The top angle and the respective vertical leg bolts are impossible to access due to the installation of the *" diaphragm plate. Please advise.

There appears to be an accessability issue with the section in question. Unless you see an addendum, please bid in accordance with the current plans and specifications.

21) Please see sheet 28, "Truss Layout No. 10" identifying the limits of lower chord retrofit. The drawing seems to show lower chords scheduled for retrofit as (L121-L120), (L-120-L119), and (L119-L118). However, the bold lines depicting the retrofitted chords seem to show (L122-L121), (L121-L120), (L-120-L119), and (L119-L118). Please clarify if east truss section lower chord (L122-L121) gets retrofitted.

Yes, this section gets retrofitted. Sheet 409 shows the details for the lower chord (L122-L121) retrofit.

22) See sheet 356 "U7-L8 North and South Truss" identifying diagonal retrofit. The detail showing the side view makes no reference to a rivet or bolt size at the bottom end angle @ L8. Is there rivet removal at this angle?

There appears to be an detailing error on this view. Unless you see an addendum, please bid in accordance with the current plans and specifications.

23) See sheet 356 "U7-L8 North and South Truss" identifying diagonal retrofit. The bottom view detail call for a type "A" splice plate with 20 bolts shown. Drawing sheet 502 "Typical Diagonal Retrofit Details No. 2" show the splice type "A" with 24 holes. Is this the right splice plate for these locations? Other drawings also show the same - 357, 358, 361, etc.

Splice plate Type "A," with 24 holes, is the correct plate for this location. There appears to be an detailing error on the bottom view on sheet 356. Unless you see an addendum, please bid in accordance with the current plans and specifications.

24) See sheet 135, "Pier W-4 Temporary Bracing Layout" identifying truss bracing. The detail showing the temporary bracing layout has created confusion by calling out the words "to San Francisco (Upper Level)." Please lend assistance in defining the extent of the bracing locations.

(A) First, the drawings appear to show bracing at locations W1 and W4, but is there also bracing at location W-7?

(B) Second, at locations where there is temporary bracing, do both the upper and lower decks receive bracing?

(A) There is no bracing at Pier W-7.

(B) Only the lower deck receives bracing.

25) Please reference contract drawings 189-254/940. Some dampers show a field splice when penetrating a floor beam, some do not. Is it your intent that all dampers which penetrate floor beams have field splices? We do not see any other way to install these particular dampers without the splice.

No. Field splices were provided for the damper extensions. There appears to be sufficient room to install the dampers.

26) Please reference contract drawing 518/940. May the temporary stays used in the retrofit for stiffening truss chords, diagonals and end/rocker posts remain in place? If this is the case, are galvanized A325 bolts required? If the temporary stays are to be removed, what grade and finish is required on the bolts used to fill the open holes that remain?

It appear that the specials do not address whether the temporary stays in question are to remain in place. Unless you see an addendum, please bid in accordance with the current plans and specifications. REVISED RESPONSE: Construction sequences on sheets 446, 603 and 619 of 1049, note that the temporary stays shall be removed.

27) Please reference contract drawing 506 and 514/940. If the perforated cover plate is installed as shown in stage 2, sht. 514/940, then it is impossible to get the 5/8" x 24" interior cover plate past the nut and "stick-through" from the bolts fastening the perforated cover plate. We suggest placing the 5/8" x 24" cover plate on the exterior of the post. Additionally it appears that bolts entering from adjacent faces at the corners of the posts will interfere with each other. Please advise.

There appears to be a conflict between the details shown on the plans. Unless you see an addendum, please bid in accordance with the current plans and specifications.

28) We have decided not to bid the SFOBB West Span. Do you want me to send the CDs back to you?

Thank you for your consideration. No, you do not need to send the CDs back to us.

29) Please reference Special Provisions section 10-1.34 subsection 55-3.14 titled, "Bolted Connections," sixth paragraph which reads:

EACH LENGTH AND DIAMETER OF FASTENER ASSEMBLIES USED IN ANY ONE JOINT OF A HIGH-STRENGTH BOLTED CONNECTION SHALL BE FROM THE SAME ROTATIONAL CAPACITY LOT. THE CONTRACTOR SHALL KEEP A RECORD OF WHICH ROTATIONAL CAPACITY LOT ARE USED IN EACH JOINT.

Tracebility of rotational test lots to the field joint is unheard of, especially on a project with a bolt count approaching 1 million pieces. The cost for shipping, shakeout and separation of length, diameter and rotational test lots and on site separated storage of same will cost millions of dollars, not to mention the cost of field accountants to record individual placement according to size, lot and location. If this requirement is allowed to remain the bolt manufacturers must guarantee a supply of fasteners adequate to complete a joint without running out of a rotational capacity lot, which is much more than the 2% "over" allowance normally used. This cost in unwarranted.

Thank you for your input. Your concerns have been noted.

30) Please advise if the safety harness and lanyards are required for the site tour if we just ride the bus out and don't go up the tower.

Yes, please bring your harnesses and lanyards to the site visits. Besides climbing up to the towers, the site visits consist of other activities that require harnesses and lanyards.

31) We have purchased and printed all 2078 drawings available on CD of as builts and shop drawings. We do not have any drawings of the substructure retrofit contract drawings for this project currently in progress. Please forward a copy of the design drawings for this project at your earliest convenience. I am not sure of the contract number but I saw the pier work on going during our boat tour of 6/3/99. From your contract question/answer website I pulled off the following contract number and description: Contract 04-043544 West Bay Foundations W2-W6.

The plans and special provisions for Contract No. 04-043544 are available for inspection by appointment at the office of the Toll Bridge Duty Senior at 111 Grand Avenue, Oakland, CA 94612; telephone number (510) 286-5549; email Duty_Senior_Tollbridge_District04@dot.ca.gov.

32) Special Provisions section 2-.104 on page 9 indicates "telephone log and list of rejected DVBEs" is to be submitted with the bid. Our telephone conversation will be in Concord, and we will turn in the bid in Sacramento. Some DVBEs will not be rejected until the last minute due to scope/price. How should we approach this?

As specified in Section 2-1.04 of the Special Provisions, the "Telephone Log" will include the names, dates and times of all certified DVBEs solicited to bid on the project. The Department recognizes that some subquotes are received very late on bid opening day. The list of DVBEs whose bids were not accepted should be as complete as possible.

33) Special Provisions Notice to Contractors on page 2 indicates, "The Contractor must be properly licensed at the time the bid is submitted, except that on joint venture bid a joint venture license may be obtained by a combination of licenses after bid opening but before award…" (Award is within 10 days of bid opening). The Proposal and Contract Important Special Notice indicates, "The joint venture must also possess a separate contractor's license which must be valid at the time of award of the contract." These statements are in conformance with each other. However, the next sentence is subject to interpretation and requires clarification. It states, "…the joint venture license needs to be valid by the day of bid opening." Does this infer that the joint venture license application cannot be processed "as soon as possible after bid opening" or within the 10 days anticipated in Special Provision section 3-1.01B on page 11?

Although the law requires a joint venture license be obtained prior to award, the Department anticipates a reduced award time (10 days) and is requesting a joint venture partnership to obtain the license by bid opening (normal processing of a joint venture license by the State License Board is 2-3 weeks).

34) Special Provisions section 4 on page 12 indicates days of inclement weather will not be counted as working days. Note 12 on sheet no. 109/1049 indicates tower members may be dissembled only when the peak wind speed is less than 35 mph. If this item is the controlling operation, how does the 60 percent of the total daily time get interpreted?

In accordance with Section 8-1.06 of the Standard Specifications, disassembly work on the towers would become a non working day if the Contractor was prevented by inclement weather from proceeding with at least 75% of the normal labor and equipment engaged on such operation for at least 60% of the total daily time being currently spent on the controlling operation.

 

35) Regarding Special Provisions section 5-1.34, "Drawings," page 38, this area talks about submitting the final as-built drawings in a Microstation Ver 5.0 or later design format on compact disk. I am having a problem locating the Microstation software, or any information regarding it.

What I need to know is if these files have to be drawn in Microstation or do they only have to be read by Microstation, and what other file formats are acceptable. We have the ability to scan large formats, tiff, gif, calcomp, jpeg, bmp, cals and other standard graphic file formats. We received a set of CD rom disks from Caltrans on the Bay Bridge project where all the files were in a tif file format. Can we assume that this is an acceptable format for file storage and transmittal?

We would appreciate any information you can give us on the Microstation if you have any.

The Special Provisions specifically states that the approved final drawings be submitted in a Microstation Ver 5.0 or later format and submitted in compact disks. You can use any design software, but the final drawings you submit need to be in the Microstation Ver 5.0 or later format. Some design software allow for the conversion to Microstation. However, you should test the compact disks to ensure that the files are readable, exact, and that all layers and other file attributes are accessible to Microstation Ver 5.0 or later.

For your information, the software Microstation is manufactured by Bentley Systems Inc., phone number 1-800-BENTLEY (1-800-236-8539), fax number 1-610-458-1059. Also, you can visit their webpage at www.bentley.com.

36) Please reference Special Provisions section 10-1.34 subsection 55-3.14 titled, "Bolted Connections," sixth paragraph which reads:

EACH LENGTH AND DIAMETER OF FASTENER ASSEMBLIES USED IN ANY ONE JOINT OF A HIGH-STRENGTH BOLTED CONNECTION SHALL BE FROM THE SAME ROTATIONAL CAPACITY LOT. THE CONTRACTOR SHALL KEEP A RECORD OF WHICH ROTATIONAL CAPACITY LOT ARE USED IN EACH JOINT.

Which rotational capacity "lot" are you referring to in this paragraph? Lots prior to shipment as defined in 55-3.14C or lots after arrival to job site as defined in 55-3.14D?

Lots are defined in the Section 55-3.14C, "Rotational Capacity Testing Prior to Shipment to Job Site" and the same lots are used for Section 55-3.14D, "Installation Tension Testing and Rotational Capacity Testing After Arrival to Job Site."

37) Please reference: "A maximum of 30 complete closures for the westbound direction of the San Francisco-Oakland Bay Bridge will be allowed only for erecting structural steel above the roadway."

Due to the numerous pieces at each tower and restrictions of how the gusset and diagonal must be constructed in stages, we believe that the maximum of 30 complete closures will be insufficient. Will an allowance be made for more westbound complete closures?

No additional complete closures for the west-bound direction will be allowed. The anticipated work for erecting steel above the roadway as specified in Section 10-1.12, "Maintaining Traffic," of the contract special provisions, shall be planned to be completed within these constraints.

38) The contaminated material generated by cleaning and spot blasting must be disposed of as hazardous material . We request that the State of California be designated as the generator of the material and signs the shipping manifests as such.

Yes, the State, as the generator of the hazardous waste, signs the manifests.

39) I have come across some symbols that are not in the legend or specs. , , , , , .

Please refer to the Standard Plans dated July, 1992, section, "Signals Lighting and Electrical Systems." Please note that denotes "Proposed Conduit Riser in Structure."

40) Reference S.P. 5-1.25, "Relations with California Regional Water Quality Control Board," fourth paragraph. The Engineer alludes to the "Floodway", and RPI is unable to locate an area identified on the plans as such, nor is a definition of the term provided in either the S.P.’s or Standard Specifications. Please define or identify the location of the "Floodway".

Please refer to upcoming addendum no. 3.

41) Can you please confirm the internet web address for CONTRACTOR INQUIRIES. For some reason, we are having problems linking to the internet address stated in the bid documents, http://tresc.dot.ca.gov/sfobb/CONTRACTORINQUIRIES.html

Is this the correct address?

 

Yes, this is the correct address. Our server might have been down intermittently when you were trying to link to the website.

42) Tender form appendix B-1 stipulates Performance bond of 100% is required. Tender form appendix B-1 stipulates Payment bond of 100% is required. Special Provisions clause 5-1.005 stipulates that payment bond shall be "not less than the following: 3. Twenty-five percent of the total amount payable by the terms of the contract when the total amount payable exceeds ten million dollars ($10,000,000)."

What payment bond is required for this contract?

Please refer to addendum no. 1.

43) Reference is made to Special Provisions 5-1.35 Permits and Licenses. Consider this correspondence as RPI’s request that a copy of each of the below listed be forwarded to the sender’s attention.

San Francisco Bay Conservation Development Commission

U.S. Coast Guard

Regional Water Quality Control Board

Additionally, reference is made to Special Provisions 5-1.23 Relations with U.S. Coast Guard. Along with the aforementioned, forward a copy of "Information Handout", including "Marine Safety Office San Francisco Bay Seismic Retrofit Checklist".

Please contact the Department of Transportation, Plans and Bid Documents, Room 0200 Transportation Building, 1120 N Street, Sacramento, California 95814, telephone number (916) 654-4490, to obtain copies of the permits. Please note that the copies of the permits are available for inspection at the Office of the Toll Bridge Duty Senior. Copies of the permits can also be made at the Office of the Toll Bridge Duty Senior for a charge ($0.10 per sheet).

44) Special Provisions, page 122, para 3, Section 10-1.34, "Structural Steel." "All manufacturing process for steel fastener and high strength steel fastener assemblies furnished for incorporation into the work on this project shall occur in the United States."

As there is no "Buy America" clause in this contract and the funds for this project come from increased toll fees, and whereas all subsequent SF Bay bridge projects have used fasteners and steel of foreign origin, why then are we required to buy only from U.S.A. origin?

This paragraph only applies to the steel fastener and high strength steel fastener assemblies used for this project. This paragraph does not apply to other structural steel elements.

Thank you for your input regarding the "Buy America" clause for fasteners. Your comments have been noted.

45) Please reference contract drawing 521, 522 and 523 of 940. We assume that the horizontal connector plate is shop welded to the the 1" web connector plate. There are no weld call outs shown for the Type VI, Type VIII or Type IX connections. Please furnish weld details and check impact tool clearance to the rows of bolts nearest the horizontal connector plate.

Please reference sheet 623, 624 and 625 of 1049. The weld call out is shown in the Plan view for connections Type VI, sheet 623, and Type VIII, sheet 624. For connection Type IX, see the note on sheet 625. This note states that for details not shown see "Connections Details No. 2, " which shows the weld call out and other details for connection Type IX. At various locations throughout the project, the available clearance may not be sufficient for impact tools. The Contractor should carefully review the plans and avail themselves of the site visits to determine available clearance for tools and equipment.

46) See "West Bay Tower" sheets 51, 58, & 60 showing the retrofit of "B" & "C" lower diagonals at Tower 2. First, the elevation detail on sheet 51 calls for an L 6x4x1/2 stiffener angle. Next, sheet 58 informs us that the stiffener angle dimensions can be found at Detail "J" on sheet 60. Finally, sheet 60 shows the stiffener angle in Detail "J" as L 6x4x3/8. The per foot weight of these two angles varies by approx. 4 lbs. Please provide information to clarify whether the angle is 1/2 or 3/8.

The stiffeners are L 6x4x3/8 as shown in "Detail J" on sheet 60. Please refer to Section 5-1.04, "Coordination and Interpretation of Plans, Standard Specifications, and Special Provisions," of the Standard Specifications regarding discrepancies between detail drawings and general drawings.

47) See special provisions Section 10-1.39 Clean and Paint Structural Steel, Measurement and Payment (page 144)). Bid Item No. 41 - Spot Blast and Clean is shown as a Fixed Final Pay Item. The approximate quantity is listed as 213,000 square feet. The phrase in the above specification "as directed by the Engineer" is ambiguous. It reads like the Caltrans Engineer could require the contractor to spot blast clean and paint undercoat the entire bridge structure, far more than the 213,000 square feet. Approximately how many square feet, outside of what is shown on the plans or specifications, will the Caltrans Engineer direct the contractor to spot blast clean and paint undercoat?

See the second paragraph of Section 10-1.39 of the special provisions, on page 140. The special provisions state that "additional cleaning and painting outside of the limits designated herein shall be done as directed by the Engineer and will be paid for as extra work as provided in Section 4-1.03D of the Standard Specifications."

48) See second paragraph at top of page 93 of the special provisions (Section 10-1.22 Existing Highway Facilities). Does the 213,000 sqft quantity show in Bid Item 41 - Spot Blast Clean and Paint Undercoat, include mitigating any of the above mentioned paint on existing rivets prior to rivet removal?

Containment of debris produced when the existing paint system is disturbed by any work is discussed in Section 10-1.22 of the special provisions. Please see the subsection entitled, "Payment, " on page 95 and Section 10-1.22D, "Remove Rivet," for payment of containing the above mentioned debris.

49) Reference Special Provision Page 37 - Section 5-1.30, "Use of Existing Traveler Rails and Scaffolds." This specification section indicates that information on the existing travelers and rails is available to the contractor. We have attempted to obtain the information from the contacts listed in this special provision. However, it seems as if the contacts are unaware that they are suppposed to provide the information. Hence, after several attempts, we have been unable to obtain the information described by the provision. Will Caltrans make the traveler/rail system information available to the prospective bidders?

The contact for the traveler/rail system information is changed, and the change will be addressed in the upcoming addendum no. 3. The traveler/rail system information is available for inspection at the office of the Toll Bridge Duty Senior at 111 Grand Avenue, Oakland, CA 94612, telephone number (510) 286-5549.

50) Reference Special Provisions page 37 - Section 5-1.27, "Area for Contractor's Use." This section of the Special Provisions indicates that there could be "State Property" that a contractor could use for storage. For planning/bidding purposes, can you be more specific about what property is in fact available to the contractor (location, size, duration, etc.)?

At this time there is no State property available for the contractor's use. Prospective bidders should not rely on on the availability of State property for temporary storage of equipment and materials, or for any other use by the successful bidder. At such time that State property becomes available, arrangements for use may be made with the Engineer.

51) Reference S.P. 10-1.01 "Order of Work", second and third paragraphs. Cited paragraphs contain differing requirements, with respect to proximity of Peregrine Falcon nests. Should the bidders assume "...within a 300-foot radius of Pier W-4" or "...within a 300-foot radius in all directions from the nest site..."? If the former, from what point of Pier W-4 is the 300-feet measured?

Also, will the Contractor receive additional compensation and/or an extension of time, should nesting birds exclude more than one (1) pier and possibly adjacent portions of the bridge within a 300-foot radius of the pier(s) or nest site(s) (see previous question)?

The version of Section 10-1.01, "Order of Work," you cited in this inquiry has been revised. Please refer to upcoming addendum no. 4 for the revised S.P. 10-1.01, "Order of Work."

52) We would like to receive historical weather data for the West Bay Bridge. History regarding wind speed, temperature, and humidity for the last 10 years. Also to include top of YBI.

Weather data are available at various agencies, such as the Western Regional Climate Center (telephone number 775-674-7010, contact: Dorothy Miller) and the National Weather Service (telephone number 831-656-1725). Please contact the agencies or use the links (in red) provided below.

Western Regional Climate Center
National Weather Service

53) Please reference contract drawing 525/940. The detail called out as plan-stiffeners shows the three built-up channels as chord stiffeners labeled Type IX connections. Type IX connections are floorbeam connections not chord connections (see sheet 523/940). Please clarify.

See revised sheet 627 of 1049 of Addendum #3.

54) See Truss-Floor Beam Retrofit Detail 6, No. 5, Sheet 664, the listed locations to receive a "Type D6-Cx Bracket" shows L0, L38, L118, L 116 & L156. West Span Stiffening Truss, Truss Layout No. 1 thru No. 16 (Sheets 19-34) indicates:

L0 receives Type 12 Retrofit

L38 receives Type 11 Retrofit

L118 receives Type 11 Retrofit

L116 receives Type 11 Retrofit

L156 receives Type 12 Retrofit

Please clarify the lower floor beam retrofit at these locations.

See revised sheet 766 of 1049 of Addendum #3.

55) Throughout the drawings, temporary material is shown. The specifications do not address how the temporary material is paid for. Is it incidental to the work or is the weight of the temporary material included item 38(F); Item code 550203-Furnish Structural Steel (bridge) 17,530,00 lbs. The temporary vertical and horizontal stay material required for the diagonal stiffening truss retrofit per sheet 501 of 940 instructs the contractor that "bolts connecting the Temporary Stays to the diagonals to remain in place after removing the temporary stay material." This note does not appear on sheet 312 or 344 of 940, which instructs the contractor to retrofit the lower and upper truss chords. There is no note telling that the bolts connecting the temporary stays to remain. The questions that need address are as follows:

(a) How is the temporary material paid for?

(b) Can the temporary stays remain in-place after the retrofit is completed?

(c) Do the chord retrofit open holes fill with bolts?

(d) Can soft bolts be used in-lieu of high strength bolts for connecting temporary material?

(e)Can the bolts used to temporarily connect the stays be reused int he open holes?

The above questions concern all temporary material.

(a) See addendum #3 regarding the payment for the temporary material.

(b) As shown on the plans, the temporary stays are to be removed.

(c) See revised sheets 414 and 446 of 1049 of Addendum #3.

(d) No, soft bolts shall not be used.

(e) Yes, the bolts can be reused. Please see the General Notes on sheet 102 of 1049 regarding the exclusion of threads from the shear plane and the use of plate washers.

56) See Truss-Floor Beam Retrofit Detail 8, No. 6, Sheet 675, the listed locations to receive a "Type D8-Jx Bracket" includes locations L3, L121, & L141. West Span Stiffening Truss, Truss Layout No. 1 thru No. 16 (Sheets 19-34) indicates these locations are at expansion joints. Shouldn't these locations get a "Type D8-H Bracket"?

See revised sheet 777 of 1049 of Addendum #3.

57) See Truss-Floor Beam Retrofit Detail 8, No. 6, Sheet 673, the listed locations to receive a "Type D8-Cx Bracket" does not include location L113.West Span Stiffening Truss, Truss Layout No. 1 thru No. 16 (Sheets 19-34) indicates a Type 8 retrofit at L113.

Please clarify the lower floor beam retrofit at these locations.

See revised sheet 775 of 1049 of Addendum #3.

58) See Truss-Floor Beam Retrofit Detail 5, No. 8, Sheet 659, the "South Truss Location List" shows a "Type D5-Jx Bracket" at location L2, L7, &L31. West Span Stiffening Truss, Truss Layout No. 1 thru No. 16 (Sheets 19-34) indicates these locations are at an expansion joint. Shouldn't a "Type D5-H Bracket" be installed at these locations.

See revised sheet 761 of 1049 of Addendum #3.

59) See Truss-Floor Beam Retrofit Detail 4, No. 5, Sheet 648. Note that there is no call for seal welding on this drawing. Seal welding is a common call out on many of the Truss-Floor Beam Details. Please review and confirm no seal welds are required for items on this drawing.

See revised sheet 750 of 1049 of Addendum #3.

60) See Truss-Floor Beam Retrofit Detail 4, No. 5, Sheet 648 and Truss-Floor Beam Retrofit Detail 4, No. 8, Sheet 651. These drawings indicate the same locations on the north truss are to receive both "Bracket D4-Cx" and "Bracket D4-Jx."

See revised sheet 753 of 1049 of Addendum #3.

61) See Truss-Floor Beam Retrofit Detail 6, No. 5, Sheet 664 and Truss-Floor Beam Retrofit Detail 6, No. 8, Sheet 667. These drawings indicate the same locations on the north truss are to receive both "Bracket D6-Cx" and "Bracket D6-Jx." Please identify which bracket goes at these locations.

See revised sheet 753 of 1049 of Addendum #3.

62) See Truss -Floor Beam Retrofit Detail 3, No. 4, Sheet 642, "D3-Cx Location List" shows "Detail 3" retrofit at U0, U40, U116, U118 and U156.

See Truss Layout No. 1 thru No. 16, Sheets 19 thru 34 show:

Floor Beam, Location U0 to receive "Detail 10" retrofit

Floor Beam, Location U40 to receive "Detail 9" retrofit

Floor Beam, Location U116 to receive "Detail 9" retrofit

Floor Beam, Location U118 to receive "Detail 9" retrofit

Floor Beam, Location U156 to receive "Detail 10" retrofit

Please provide information clarifying the floor beam retrofit at these locations.

See revised sheet 744 of 1049 of Addendum #3.

63) See Truss Layout No. 1, Sheet 19, it indicates location U2 receives a "Detail 2" floor beam retrofit.

Truss-Floor Beam Retrofit Detail 2, No. 4, Sheet 637, "D2-Cx Location List" shows no "Detail 2" retrofit at U2.

Please provide information clarifying the floor beam retrofit at U2.

See revised sheet 739 of 1049 of Addendum #3.

64) See Truss-Floor Beam Retrofit Detail 5, No. 7, Sheet 658, the listed locations to receive a "Type D5-H Bracket" does not include L44.

West Span Stiffening Truss, Truss Layout No. 1 thru No. 16 (Sheets 19-34) indicates L44 is at an expansion joint.

Shouldn't a "Type D5-H Bracket" be install at this location?

See revised sheet 760 of 1049 of Addendum #3.

65) Reference Specification Section 10-1.22, paragraph 5, page 92. Further, the structure drawings contain the note: "The contractor shall verify all controlling field dimensions before ordering or fabricating any material." A significant portion of the work on this project involves removing rivets and lacing on chord members and replacing with plate and bolting. The field dimensions between rivets and between chord sides cannot be determined accurately until after rivet removal. It is unknown if chord members were fabricated according to original shop drawings. How does Caltrans plan to deal with these rivet spacing dimensions with respect to preparing shop drawing for new plates, fabricating new plates and installing and bolting of new plates?

See revisions to Section 10-1.22, "Existing Highway Facilities" of Addendum #3.

66) One of our fabricators will be requriing information for your approved paint products and systems. It would be appreciated if you could answer the following items:

(a) I presume all finish coats are to be field applied.

(b) Can the zinc primer coats not be applied at 4.0 mil dft in one coat instead of 2 coats for a total of 4.0 mil minimum to 8.0 mil maximum? Is there no concern for mudcracking or intercoat delamination if the heavier film thickness prevails?

(c) Is there any requirement for the zinc primer to have slip-coefficient rating of Class A or Class B for faying surfaces?

(a) Yes, all finish coats are to be applied after erection.

(b) Please restate your question and provide the intent of your question.

(c) The Contractor shall choose an inorganic zinc primer from the Department's approved list that also meets the requirements included in the special provisions. Inorganic zinc primers on the list comply with the requirements for Class B.

67) See Truss-Floor Beam Retrofit Detail 4, No. 5, Sheet 648, it shows a detail giving "North Truss D4-Cx Location List."

Truss Layout No. 3, sheet 21, clearly indicates floor beam retrofit at L52 & L56.

(a) Please verify NO truss-floor beam retrofit is required at these locations for the North Truss (Locations L76, L110, & L104 similar).

(b) Please verify location North Truss L96 receives truss-floor beam retrofit. It is located on an expansion joint as are the above locations.

(c) Please provide a list of North Truss locations on the East Span Stiffening Truss that are to have the "Type D4-Cx" retrofit.

See revised sheet 750 of 1049 of Addendum #3.

68) Must all of the diagonal retrofit work in a tower be complete before any of the gusset work in that tower can begin? Or can gusset work begin after only the diagonals which tie into it are complete?

See revised sheet 109 of 1049 of Addendum #3.

69) Ref. sheets 253 thru 256 of 1049: We assume the new material shown on these drawings is paid for at Bid Item #24, "Replace Expansion Joints." Please confirm. Also, there does not appear to be a specification for this item. Please advise.

Bid Item #24, "Replace Expansion Joints" is for the waterline retrofit work described in Section 10-5. See Section 10-5.05 for the description of this item.

70) Ref. special provision, section 10-1.40, "Miscellaneous Metal (Bridge)": Are all high strength rods on project paid for here or only those rods to be bonded or pressure grouted into cored holes?

All high strength rods and studs are included in Item #42, "Miscellaneous Metal (Bridge)."

71) Ref. sheet 358 of 1049, "Cable Tie Details No. 1": We estimate 2.69 LF of wire cable wrapping at each cable band for a total of 43 LF. The Engineer’s estimated quantity of 27 LF for Bid Item 36 appears to be in error. Please advise.

The limits of the wire wrapping are shown on sheet 358 of 1049 and the limits of the cable band are shown on sheet 359 of 1049. Based on these limits, the quantity appears correct.

72) Please refer to sheet 112 of 1049 of the contract drawings. Clarify the intent of the note on Stage 3A., second sentence wherein the words "the each" exist. ("The number of panels with completely installed laterals on each side of the each centerline of span shall remain equal...).

The restriction on the number of panels with completely installed laterals applies to each span. Therefore to determine the imbalance in a particular span, the number of completed panels is counted from supports to the centerline of that span.

73) Please refer to the special provisions pate 142, "Clean and Paint Structural Steel." In this section it states that the interior of enclosed cell do not have to be Dry Spot Blasted." Are the following conditions considered enclosed?

A. Cells in the lower chord that have upper access openings with hatch covers (typical detail is on sheet 287)

B. Cell in the upper chord, that have lower access openings without hatch covers (typical detail is on sheet 321)

C. Cells in the diagonals with removed lacing bars and new plates with perforations (typical detail is on sheet 397).

Enclosed cells are limited to "chords...enclosed on four sides with solid steel plate from panel point to panel point."

A. No, the cells are not considered enclosed. The detail on sheet 287 of 940 shows a laced chord.

B. No, the cell is not considered enclosed. The detail on sheet 423 of 940 shows a laced chord.

C. No, the cell is not considered enclosed. Enclosed cells are limited to chords, not diagonals.

74) See Sheet 516, "Rocker Post Type 2" and Sheet 517 "Rocker Post Type 3." Do the new cover plates on these drawings have an optional splice plate (none is shown) like the Type 1 cover plate - see Sheet 515? If so, is it the same optional splice plate shown on Sheet 518?

The cover plates for "Rocker Post Type 2" and Rocker Post Type 3" do not have optional splice plates.

75) See West Span Stiffening Truss, Truss Layout No. 8, Sheet 26, it shows a "Type II" connection retrofit at U143. The table on West Span Stiffening Truss Connection, Details No. 11, Sheet 704, does not show location U143 receiving a "Type II" connection retrofit. Please clarify the connection retrofit at U143.

See Addendum #2 regarding revisions to sheets 126 and 127 of 1049 (26 and 27 of 940).

76) Please refer to Caltrans inquiry responses dated June 17, 1999, specifically Item #26. Caltrans states that the specifications do not address whether the temporary stays must remain in place. However, if you look at pages 501 and 517 of the plans, the construction sequence specifically states that the temporary stays are to be removed. Are said stays to be removed?

The temporary stays are to be removed as noted on sheets 603 and 619 of 1049 (sheets 501 and 517).

77) How much weight can be added to the existing structure for access platforms and hoisting devices? Please separate additional allowable weight at towers versus additional weight at mid-span.

See Section 7-1.02, "Weight Limitations," and Section 55-1.05, "Falsework," of the Standard Specifications regarding weight limitations of construction equipment on bridge structures. Also as part of the Structural Steel erection and removal plan, the Contractor shall provide the anticipated loads to be applied to the structure for approval by the Engineer.

78) It is anticipated that the design, fabrication and delivery of the viscous dampers will take in the order of 40 to 50 weeks after final approval and release for fabrication. Allowing front-end time for preparation, submission and approval of shop drawings and time following manufacture for prototype testing (at a facility that does not currently exist) and subsequent installation, it would seem improbable that "all contract work" can be physically complete by September 1, 2000. As a minimum access scaffolds, work decks, temporary power and lighting, lane closure setups, protective boarding for painting operations etc. should be left in place until the damper installation and final painting has been completed.

Is it Caltrans intention that the contractor include money in their bid to pay liquidated damages until the work can be scheduled to be completed

Does Caltrans know of a damper supplier that has committed to manufacturing the specified equipment so as to allow the Contractor to meet the specified schedule?

Please advise if the liquidated damages clause for work between SF anchorage and Pier W1 will be amended by addendum.

See Section 10-1.01, "Order of Work," paragraph 16. The installation of the viscous dampers is excluded from the work to be completed by September 1, 2000.

79) The following matter are presented for clarification. S.P. 10-1.39 (page 142) states that "The inside surfaces of bolt holes shall be cleaned in accordance with the provision of Surface Preparation Specification No. 1, "Solvent Cleaning," of the Steel Structures Painting Council, and visible rust shall be removed." A copy of the cited callout is enclosed for your review, as well as a copy of the referenced SSPC specification upon which you should note that, "Solvent cleaning is a method for removing...soluble contaminants." and "It is intended that solvent cleaning be used prior to ...surface preparation methods specified for the removal of rust..."

Whereas rust is not a soluble contaminant, is the solvent cleaning at the interior of bolts holes;

In preparation of some other method for the removal of rust?

For the removal of contaminants other than rust, and if so, what other contaminants?

The inside of the bolt holes shall be solvent cleaned as per the special provisions. Contaminants may include the contaminants listed in Surface Preparation Specification No. 1, of the Steel Structures Painting Council, deposited as a result of the Contractor's operation. It is the Contractor's responsibility to choose the method and equipment to remove rust.

80) See Truss-Floor Beam Retrofit Detail 1, No. 3, Sheet 631, it notes: "Seal weld all open joints." No field weld symbols are shown on the drawing. Therefore, is it correct to assume, the noted seal welds are done in the shop fabrication process?

Yes, the noted seal welds shall be done in the shop fabrication process.

81) Please reference contract drawings 606 through 627 of 940 and contract C46305-1 sheet 21 dated 9/19/61. The center traveler rail does not appear on the current retrofit of lower laterals drawings. The rail does appear on the retrofit drawings dated 1961. We have determined that the lower laterals as shown, cannot be erected without the removal of the existing center traveler rail. The geometry does not permit the lateral to be hoisted above the end gussets at the chord or floorbeam. Please furnish a bid item for removal and replacement of the lower roadway center traveler rail.

See revisions to Section 10-1.22B, "Relocate Miscellaneous Facilities" of Addendum #1.

82) Please reference special provision 10-1.39 titled "Clean and Paint Structural Steel," subsection titled "Cleaning," fourth paragraph. The specification clearly eliminates painting of the inside of holes on enclosed cells. What is the treatment inside the cells of the underside of washers,nuts and bolt heads. Enclosed cells are defined as chords. Do the enclosed diagonals and end posts also fall in this category?

The underside of washers, nuts and bolt heads shall be cleaned as specified in subsection "Cleaning," of Section 10-1.39 of the special provisions. If the surface is on the inside of an enclosed tower leg or enclosed cell, cleaning is not required. Chords are shown on the plans and do not include diagonals or end posts.

83) In Stage 3 of the gusset replacement sequence, a filler plate is placed over the existing rivets utilizing 2 inch diameter holes. In Stage 4, the new gusset plate is added first and then we are directed to remove the existing rivets and replace with a high strength bolt. The existing rivets are now covered by the gusset plate and cannot be removed unless we drill out the rivets (this would leave a doughnut shaped head of the rivet). Is your intent to drill out the head and shank of the rivet?

Yes, the sequence requires the Contractor to drill out the head and shank of the rivet.

84) On structure sheet 79 of 940, the left end view of A-A references Floor Strut Details No. 4 sheet. The referenced work is not on that sheet.

The note references "Floor Strut Bracket Details No. 4." The sheet is 326 of 1049 and was revised by Addendum #2.

85) On structure sheet 79 of 940, the left end of the elevation refers to Floor Strut Bracket Details No. 3. The detail is not on that sheet.

The note references "Floor Strut Bracket Details No. 3." The sheet is 325 of 1049.

86) On sheet 80, the right end of view A-A refers to Floor Strut Bracket Details No. 5 sheet. This detail is not on sheet 5 details.

The note references "Floor Strut Bracket Details No. 5." The sheet is 327 of 1049.

87) What is the description of Item 550101 - "Structural Steel?"

See additional provisions to Section 10-3.11, "Luminaire Foundation and Pedestal," in addendum no. 3 for the description of this item.

88) On Contract Drawing sheets E-66 through E-68 will new light support foundations/mounting details be required at all light support locations?

New light support will be only required at locations shown on sheets E-66 through E-68.

89) We are requesting approval for use for an alternative field prime paint that has been approved for use by Caltrans on other projects such as the San Mateo Bridge Project. The attached product information sheets are for an aluminum epoxy mastic coating that only requires a minimal amount of preparation prior to application. Previously administered adhesion test have yielded values in excess of 900 psi with the designated ASTM D4541-95, Standard Test Method for Pull-Off Strength of Coatings. The epoxy mastic product currently approved and in use on Caltrans' San Mateo Bridge Project is manufactured by Ameron. We request that either the Ameron product or an equivalent product manufactured by Sherwin Williams be approved for use on the above referenced project. Sherwin Williams has certified that this product is compatible with both the zinc primer and the water based finish coat that is to cover all areas.

Your request has been noted. Alternative paint systems will be subject to review and approval of the Engineer after bid opening.

90) Please reference contract drawings 515, 516 and 517 of 940. Also reference the original design as-builts dated 1933, drawing nos. 14, 15, 18, and 26, of the SF anchorage, Pier W1, Pier W-4 and YB anchorage respectively. The rocker posts at these locations are in a concrete "well" as described on the original as-built drawings. Even with removal of the protective "hood" as shown in phantom on the contract drawings, overhead obstructions (bottom chord of truss and backwall of pier) prevent the erection of the 3/4" cover plates which weigh well over 1 ton each and in the range of 20'-0" long. Additionally there is not enough space between the wall of the "well" and the face of the post to drill the holes for the temporary stays. Please advise.

There is adequate access to erect the cover plates and drill the holes described. It is up to the Contractor to determine the method of construction.

91) Please reference contract drawings 515, 516 and 517 of 940. After completing construction sequence items one through five, the contractor is unable to complete items six and seven. There is no access to the interior of the rocker post after the second cover plate is installed. Bolting of the splice plate and removal of the temporary stays is impossible. Please advise.

There is adequate access to the interior of the rocker posts after the plates are installed. It is up to the Contractor to determine the method of construction.

 

92) Refer to drawing sheets 310/1049 and 311/1049 Pier W1 Damper Connection. There is minimal working room behind the existing truss members and bearing connection to drill, bond and insert the #5 bars into the face of the pier as shown on the drawings. How does Caltrans envision construction of the detail for the new concrete buttress and, specifically what type and model of equipment has Caltrans determined could be used to drill the 10" deep holes required for the dowels?

There is adequate access to complete the work shown on the plans. It is up to the Contractor to determine the method construction.

93) Reference Special Provisions, page 137, section 10-1.35, "Remove and Erect Structural Steel": 

"All loads not secured to the structure shall be supported at all times by a minimum of two independent hoisting systems or load lines, each having the capacity of supporting the entire load."

It would be impossible in some situations and highly impractical in all others to follow this specification. Prudent safety measures and erection plans will provide the necessary safety factors to protect traffic on adjacent roadways where work is occurring. Will the State allow alternative methods to the two independent hoists? Has the State enforced this specifications on other projects? How have other projects performed steel erection or removal with this requirement?

Thank you for your input. Your concerns have been noted. Alternative construction methods are subject to review and approval by the Engineer after bid opening.

94) Reference is made to S.P. 10-1.39 (page 142), and the paragraph in which the Engineer describes a report titled "Survey of Existing Paint Thickness." This letter is sent in order to request that said report be made available to all bidders, by incorporating said report in an addendum. Additionally, this letter is sent to request that the information in said report be incorporated into the contract, rather than limiting the contractual weight of the report as is described in Section 2-1.03 of the Standard Specifications. In as much as the operation of the bridge precludes the bidders from the performance of testing, the results of which are described in said report, the bidders are unable to comply with the requirements of S.S. 2-1.03, as the bidders are not able to investigate and to be satisfied as to the conditions to be encountered. Where as the thickness(es) of existing paint directly and grossly impacts the cost to perform the work, the bidders are unable to perform such testing on their own account in preparation of their bid, the Engineer must provide it in a form which can be relied upon more heavily than for information only.

Your requests have been noted. The report is currently part of the "Materials Information" and is available to the Contractor as provided in "Clean and Paint Structural Steel," of the Special Provisions. Unless you seen an addendum, please bid per the current plans and specifications.

95) Reference is made to pay item No. 41, Spot Blast Clean and Paint Undercoat, and the Special Provisions and Plans. Whereas P.I. No. 41 is designated as final pay item, Robison-Prezioso, Inc. has performed our own takeoff, yielding a quantity considerably different from that shown on the Engineer's Estimate. Given that the limits of the work are described in the Special Provisions in narrative form, rather than being shown on the plans, it is understandable that one's interpretation of the S.P.'s might vary from another's. Accordingly, consider this correspondence as RPI's request that a breakdown of the Engineer's Estimate be included in an addendum, for information only. Such breakdown should be of sufficient detail that all bidders may clearly understand the Engineer's intent for the scope of work described int he Special Provisions.

See Section 2-1.02, "Approximate Estimate" and Section 9-1.05," Final Pay Quantities" regarding quantities. Your request has been noted. Unless you seen an addendum, please bid per the current plans and specifications.

96) Section 10-1.22D REMOVE RIVET (p. 99) of the special provisions states "Inside surfaces of holes remaining after rivet removal and reaming shall be painted in accordance to and be measured and paid for as specified for existing steel surfaces in "Clean and Paint Structural Steel" elsewhere in these special provisions." When a rivet is removed, but the hole is not reamed, does the contractor have to paint the inside of existing hole before installing a new bolt?

See Addendum #4 regarding revisions to this paragraph in Section 10-1.22D, "Remove Rivet," of the special provisions.

97) Many truss members will have temporary horizontal and vertical stay plates installed during lacing replacement (example - North Truss L0, L1, sheet 283). What, if any, dry spot blast cleaning and undercoat painting will be required at these areas?

See Addendum #4 for revisions to the "Clean and Paint Structural Steel" section in the Special Provisions.

98) Ref. SP. 55-3.14E, Page No. 134, Surface Preparation, First Sentence. The Engineer refers to "...surfaces of outside members within the grip..." and (Prospective Bidder) is unable to locate members identified on the plans as "outside members." Additionally, assuming there are "outside members", (Prospective Bidder) has searched for and is unable to locate members identified on the plans as "inside members." Please define an "outside" vs. an "inside" member, or identify the plan sheets upon which either or both occur. Additionally, should the bidders assume that the work described in cited callout does not occur at "Inside members," although the Engineer states that said work occurs at "...all bolted locations..."?

See revisions to subsection "Surface Preparation" of Section 10-1.34,"Steel Structures of Addendum #4.

99) Ref. SP. 10-1.39, Page No. 141, Ninth Paragraph and Page No. 142, Eighth Paragraph. With respect to the inside surfaces of bolt holes at existing surfaces of structural steel and other metals, is the cleaning referred to on Page No. 141 limited to "Solvent Cleaning" as describe on Page 142? Additionally, where is such cleaning not required? Finally, when is cleaning, other than the method described on Page No. 142 required and by what method(s)?

The eighth paragraph on page 142 is an amendment to the Standard Specifications. See Section 1 of the special provisions regarding amendments to the Standard Specifications. Inside of holes shall be cleaned as specified in subsection "Cleaning," of Section 10-1.39 of the special provisions.

100) Ref SP 10-1.39, page no. 142, third paragraph. RPI is unable to locate any areas identified on the plans as an "enclosed tower leg(s)." Additionally, RPI is unable to locate a definition of an "enclosed tower leg" in either the Special Provisions or Standard Specifications. Please identify the locations of all "enclosed tower legs" on the plans and provide a definition of same.

Tower legs are shown on the "West Bay Tower" sheets, 136-142 of 1049.

101) SP 10-1.39, Page 143, Ninth paragraph. The Engineer states that "Phenolic type undercoats shall be applied by brush, daubers or rollers." Should the bidders assume that the application of said undercoat via spray is unacceptable, even if appropriate measures for protection from overspray are taken.

Yes, phenolic type undercoats shall be applied as specified in the special provisions.

102) SP 10-1.39, page 141, second paragraph. Under what conditions will the Engineer extend the contract time as a result of temperature or humidity which exceeds the limits for cleaning and painting?

No time extension as a result of humidity or temperature is anticipated.

103) SP 10-1.39, page 143, tenth paragraph and SS 59-2.03, page 59-4, third paragraph. Should the bidders assume that undercoat shall be applied within four hours after the completion of blast cleaning on a given day, as long as the clean surfaces are kept free of rust and contamination from foreign material, or must a particular area of steel receive the undercoat within four hours after blast cleaning at that point?

Blast cleaned structural steel areas or members shall receive the specified undercoat within 4 hours after cleaning.

104) SP 10-1.39, page 143, sixth and tenth paragraph. As the first undercoat may require more than one application, and the first undercoat shall be applied to the required dry film thickness within four hours after blast cleaning, should the bidders assume that the second or subsequent application shall be applied within the prescribed time frame regardless of whether or not prior applications have suitably dried?

The Contractor is responsible for applying the undercoat as specified in the Section 10-1.39 of the special provisions and Section 59 of the Standard Specifications. This includes time limits and quality of the application.

105) SP 10-1.39, page 141, thirteenth paragraph, first sentence. Whom or how shall one determine whether or not an open seam will retain moisture? Is caulking required at contact surfaces of stiffeners, railings and /or built up members, if the seams at said member do not exceed 6 mils?

The Engineer will determine whether or not an open seam will retain moisture.

106) SP 59-2.12, Fifth Paragraph and the special provisions. As the work does not occur within closed buildings and the contract does not prohibit work being performed during daylight hours, shall the bidders assume that all blast cleaning must be performed during daylight hours?

Blast cleaning is not limited to daylight hours. Noise restrictions, traffic control and other terms of the contract may limit the operations for blast cleaning.

107) Please reference special provision pg. 82 chart no. 1, the attached autocad drawing TR-1 and the attached photograph. The new upper laterals cannot be installed without the removal of all three traveler rails. Chart No. 1 limits the contractors work area to three lanes. If only the center rail was taken down the new lateral would have to encroach upon a fourth lane in order to be drifted over the outside traveler rail. We have shown lane delineation on our drawing TR-1. At no time does Caltrans allow a fourth lane to be taken by the contractor. If only the outside rails were removed, the center rail would interfere with the erection of the lateral at the floorbeam. (TR-1). Please furnish a drawing showing traveler rail attachment to the floorbeams. Please furnish a bid item as a means to pay for the removal and replacement of the rail including, but not limited to:

removal of rivets

replacement bolts

replacement hanger hardware (if required)

removal of bolts/hangers

See Addendum #4 regarding revisions to the lane closure charts in the special provisions. See Addendum #1 regarding revisions to "Relocate Miscellaneous Facilities," of the special provisions.

108) Which item is the expansion joint material on sheets 153-154 of 940 paid under? There is approximately 500,000 pounds of material that is to be furnished but not installed. This alone exceeds the amount in the bid item #43-Misc Metal (Bridge). If it is to be paid under the Structural steel item shouldn't the erect bid item differ from the furnish item? Please advise.

The expansion joint material shown on sheets 253 and 254 of 1049 are included in the quantity for Bid Item #38, "Furnish Structural Steel (Bridge)" and Bid Item #39, "Erect Structural Steel (Bridge)." See Addendum #4 regarding where to transport the material.

109) The wind tongues are shown on the drawings to be retrofitted at piers W1 & W4. Does the note on sheet 2/940 which reads; "Details for East Span Similar, except as noted in As-built and Original Shop Drawing details" mean that the wind tongue at Pier W7 gets the same repair as W1?

The retrofit work for the wind tongue at Pier W7 is shown on sheet 195 of 1049.

110) The diagrams in the upper right hand corners of sheets 128 & 129 show that the bracket modification occurs at 10 locations on sheet 128 and 8 locations on sheet 129. Is this correct? It seems that the brackets are only being modified to allow for the new wind tongue material to pass through the floorbeams. If this is so, then only the brackets that are affected by the wind tongue retrofit need to be modified, not all the brackets, which is what is shown on the diagrams. Please advise.

The bracket modifications are shown in Sections C-C and D-D on sheet 228 of 1049 and in Sections E-E and F-F on sheet 229 of 1049. See sheet 204 of 1049 for the locations of these sections.

111) Paragraph 10-1.36 on page 138 refers to red lead paste. Inquiries have not produced a location for this material. Will Caltrans provide a manufacturer list of this material?

Although a list has not been compiled, there are at least two manufacturers that produce red lead paste. They are:

Amsterdam Color Works, Inc.

1546 Stillwell Avenue

Bronx, New York 10461

ph: 718-828-8000

fax: 718-892-2744

e-mail: amster@earthlink.net

 

The Grignard Company

900 Port Reading Avenue

P.O. Box 221

Port Reading, New Jersey 07064

ph: 732-541-6661

contact: Etienne (TN) Grignard

112) Drawings showing Truss-Floor Beam Retrofit (sheets. 628 through 696) call for "Seal weld all open joints."

(a) No weld symbols are shown indicating any weld between the existing floor beam and any of the new floor beam brackets. Is Caltrans requiring the new floor beam brackets to be seal welded to the existing floor beam?

(b) No weld symbols are shown where new fill plates are stacked one on top of the other between brackets. See Sheet 630 showing fill plates at Bracket Type D1-Cx. Does Caltrans want the contractor to seal weld around the joints between all fill plates and brackets? Please provide assistance in clarifying the location of where these seal welds are intended.

(a) No, seal welding is not required.

(b) No, seal welding is not required.

113) Reference S.P. 10-1.39, page no. 142, second paragraph, first sentence. Will the contractor be obliged to treat those existing steel surfaces, which will be contact surfaces of structural steel connections, or have member surfaces under bolt heads, nuts or washers of a high-strength bolted connection where said connections are temporary, via dry spot blast cleaning and paint under coating?

See Addendum #4 for revisions to Section 10-1.34 and Section 10-1.39 regarding the surface treatment for temporary connections.

114) Reference S.P. 10-1.39, page no. 141, first paragraph and S.P. 10-4. Will the contractor be obliged to provide suitable enclosures and provisions to artificially control atmospheric conditions inside the enclosures, for the cleaning and painting of seismic monitoring electrical system?

The Contractor shall provide enclosures as required by Section 10-1.39 of the special provisions.See the fourth paragraph of Section 10-4.01, "General." It states that painting for the seismic monitoring electrical system shall be done in accordance with the requirements specified for similar work elsewhere in these special provisions.

115) Reference S.P. 10-1.39, page no. 141, first paragraph and S.P. 10-5. Will the contractor be obliged to provide suitable enclosures and provisions to artificially control atmospheric conditions inside the enclosures, for the cleaning and painting of the waterline retrofit?

The Contractor shall provide enclosures as required by Section 10-1.39 of the special provisions.See subsection "Coatings" in Section 10-5.02 of the special provisions. It states that cleaning and painting shall be done in accordance with Section 59 of the Standard Specifications. Section 59 states that painting shall conform to the requirements specified in the special provisions.

116) Sheet E-29, Note 1 — Does this note apply to only one location at Sta 54+07 or are there multiple stations affected?

There is only one station effected as depicted.

117) Sheet E-29, Notes 3, 4 &5 — Are these notes applicable to for the entire length from SFA to YBIA? If so, where is each of the locations?

Note 3 is entire length as depicted. Notes four and five are specific locations as depicted.

118) Sheet E-29, Notes 3, 4 &5 — Are these notes applicable to for the entire length from SFA to YBIA? If so, where is each of the locations?

Note 3 is entire length as depicted. Notes four and five are specific locations as depicted.

119) Sheet E-21, Note 1 - Cannot determine length of conduit to remove because sheet E-21 is vague about length of conduit on the south side of the roadway.

Length of conduit on south side is exactly the same as on the north side.

120) Sheet E-30, Note 2 — How many splice housing are there?

There are fewer than 12 splice housings.

121) Sheet E-30, Note 3 - Does existing 1" conduit where contractor has to pull TC through have cables/conductors inside or is it empty? If it does contain conductors, will Contractor be able to and be allowed to pull past existing conductors?

Conduit is empty.

122) Sheet E-30 - Where will the TC be located on the bridge? Uper deck? Lower deck? In existing cable tray? etc.

The Contractor may route the new TC wherever it is deemed necesary to satisfy the contract. There is no cable tray. The existing TC is located on the lower deck.

123) Sheet E-28 - How can you go from AC or rigid non-metallic conduit, 2#8 to 12/2 SO cord without the use of a box?

Please note that the plans show the SO cord is run from the last splice condulet (lowest of the three lights) to the bottom light.

124) Reference Special Provisions Section 5-.32, "Bridge Tolls," page 38.

Toll passes will be provided for clearly marked contractors vehicles. Will passes be available for subcontractors or should they include their cost in their bid?

Passes will also be made available to subcontractors, subject to the conditions of the contract.

125) Reference Special Provisions Section 10-1.12, "Maintaining Traffic," chart no. 1. For Sundays, the chart shows 3 lanes are to be provided between 11 pm and 12 am. The chart shows 4 lanes are to be provided between 12 am and 1 am and then back to 3 lanes between 1 am and 3 am. Is this a clerical error or is the extra lane actually required between 12 am and 1 am?

Please see addendum no. 4 for revisions to Chart No. 1. Revised Chart No. 1 for Sundays indicates that:

 

126) Reference Special Provisions, 10-1.39, "Clean and Paint Structural Steel."

(a) If the workers are protected and the work area contained per OSHA requirements when removing rivets, will dry blasting be required before removing the rivet?

(b) If dry blasting is required, is the pattern 4"x4" or 8"x8"? Are both sides to the rivet required to be dry blasted.

(a) Dry blast cleaning is not required before rivet removal.

(b) See question #126 (a). See revisions to Section 10-1.22, "Existing Highway Facilities" of Addendum #3.

127) Reference Special Provisions Section 5-1.12, "Removal of Asbestos and Hazardous Substances."

The special provisions indicate that if hazardous substances are encountered, and are not shown on the plans, their removal will be performed by a separate contract. Does the Health and Safety Code classify the bird guano and dirt/debris containing leaded gasoline residue as hazardous?

If not, under which pay time will Caltrans pay for their periodic removal?

Removal of these materials will be necessary for superstructure retrofit. Addendum No. 2 added a special provision regarding excavation work.

Bird guano is not considered hazardous as defined by Section 25914.1 of the Health and Safety Code . Dirt/debris containing leaded gasoline residue may be hazardous. Disturbing the existing debris, or the removal of any debris from the structure is provided for under Section 10-1.22, Existing Highway Facilities, Debris Containment and Collection Program. See Addendum No. 3.

128) Reference contract drawing sheet 87 (E-52) of 1049. This sheet shows Coring and Boring. How will payment be made?

Coring and boring referred to on sheet 87 (E-52) shall be included in the lump sum price for bid item #69, "15KV Modification."

129) Bid items 73 and 74 - What is the difference betwen a luminaire and a electrolier?

A "luminaire" is a light fixture. A "electrolier" is a pole on which the light fixture is mounted.

130) Reference SP 10-1.22, "Existing Highway Facilities," subsection, "Containment System," first paragraph, second sentence -- with respect to the containment of "visible dust," will special means such as artificial illumination or equipment be utilized to identify the presence of such dust, or should the term "visible" be taken to mean that which is detectable with the naked eye?

See Addendum #3 regarding revisions to "Existing Highway Facilities" of the special provisions.

131) Reference SP 10-1.22, "Existing Highway Facilities," subsection , "Containment System," second paragraph -- will the Contractor be obliged to dismantle his containment system, so as to provide the prescribed horizontal clearance of 32 feet for the passage of public traffic, on a daily basis, as such clearance can not exist when working on the trusses and all lanes are open to traffic?

The contractor shall maintain the clearances specified in "Maintaining Traffic" and "Existing Highway Facilities" of the special provisions. It is the Contractor's responsibility to provide a suitable containment system that meets the specified requirements.

132) Reference SP 10-1.22, "Existing Highway Facilities," subsection , "Protective Work Clothing and Hygiene Facilities," first and second paragraphs -- with respect to State personnel's access to hygiene facilities, does the term "access" assume that the Contractor is obliged to provide transportation for the State's personnel to said facilities?

If transportation is required for State personnel to access the hygiene facilities, then the Contractor shall provide transportation to the hygiene facilities.

133) Section C-C on 181/940 does not agree with Section shown on 187/940, which will affect the erection sequence, which is correct? Clarification: On the partial elevation shown on sheet 181/940 shows the 1/2" fill plate has 2" holes at the exiting horizontal splice plate, while section C-C on page 187/940 shows that the same holes are 1 1/6" and used in temporary erection. It seems that the temporary bolts are intended to go in 1 1/16" (stage 3 - sheet 187 of 940) & not the 2 in holes as shown on sheet 181. Please confirm.

The holes for the 1" erection bolts at the existing horizontal splice plate are 1 1/6" as indicated on sheet 289 of 1049 (sheet 187). See Section 5-1.04 of the Standard Specifications regarding discrepancies between detail and general drawings.

134) Reference sheet 187/940 Center Gusset Details #3. The note on stage 2 reads: "Provide positive means to hold bolt in place when nut is removed for placement of plate". Will the contractor be allowed to tack weld the heads of these bolts to the tower legs in order to provide this "positive means" that is stated?

The as-built working drawings show that the existing plate is silicon steel. Sheet 102 states that: "Welding to existing silicon steel is prohibited." Therefor tack welding the bolts to the existing steel will not be allowed.

135) Reference Special Provisions page 142. The specification reads "The total dry film thickness of all applications of the single undercoat of inorganic zinc coating shall be not less than 4 mils nor more than 8.0 mils. The single undercoat of inorganic zinc shall be applied at the required dft (dry film thickness) in 2 or more applications within 4 hours after blast cleaning."

(a) Throughout the above spec description you are calling for a single undercoat of zinc, when in reality you are calling for 2 or more coats. This can be very expensive.

(b) Why do you call for a maximum of 8.0 mil dft of zinc, when the maximum recommended thickness shown on your approved suppliers technical data sheets shows a recommended maximum of 5.0 mil dft?

(c) Why not allow a single coat as long as the minimum of 4.0 mil dft is achieved thereby reducing your labor cost plus a waste of zinc?

(d) By requiring a 2 coat application, the possibilities of getting excessive millage in corners and angles is greatly increased (6.0-10.0 mils or greater) and increasing mudcracking problems.

(e) Because of the rapid curing characteristics of water based zinc, the overcoating window (very temperature dependent) may be missed, thereby giving very poor intercoat adhesion. The temperature variations between the different climatic zones of the various bidders may make the 4 hour time factor incorrect. In the case of inorganic zinc products, water or solvent based, if a second coat is required and the initial coat has passed the overcoating window or has cured too much, creating a hard porous surface, it is necessary to sweep-blast the surface to create an acceptable profile for the additional cost. Obviously you have more experience with water based zincs than we have as our climate in the summer is no problem but in the winter, that is another story. We have never seen zincs specified this way and thus the questions. Your comments would be appreciated.

(a) The special provisions requires a single undercoat applied in 2 or more applications. The Contractor shall determine the method of application that acheives this. One method may be to apply the second application perpendicular to the first application (i.e.. a double pass) so that the two applications meet the total dry film thickness (dft) specified for a single undercoat.

(b) The minimum required dft is 4 mils. The maximum dft was increased to 8 mils to ensure that the minimum dft could be achieved in all configurations. Requirements for adhesion and restrictions on mudcracking would still need to be met at all locations.

(c) See the response to question 118(a).

(d) See the responses to questions Nos. 1 and 2. The Contractor is responsible for applying the coating within the limits specified. The Contractor shall also clean and repaint any areas of mudcracking.

(e) See the response to question 118(a). Also Section 10-1.39 of the special provisions specifies that the Contractor is responsible to provide enclosures to artificially control the atmospheric conditions, mitigating any differences due to the 4 hour time limit.

136) Reference is made to pay item no. 41, Spot Blast Clean and Paint Undercoat, and temporary materials shown throughout the drawings.Does the Engineer's estimate of 213,000 sq. ft. include the contact surfaces of structural steel (temporary) connections, or the member surfaces under bolt heads, nuts or washers of high strength bolted (temporary) connections?

See Addendum #4 regarding the cleaning and painting of temporary connections.

137) How are quantities for spot blast clean and prime calculated? We get much larger quantities and some areas may require multiple cleaning operations.

The quantities were calculated per the limits specified in "Clean and Paint Structural Steel" of the special provisions.

138) Will the contractor be paid more than once for the same area if it must be cleaned twice? For example, if existing steel areas must be cleaned for 4" adjacent to heating or welding, is this required prior to welding? If so, the area will need to be cleaned again after welding.

The area to be cleaned will be measured and paid once to the limits specified in the special provisions. Cleaning will be required prior to heating or welding. If the heated or welded area does not meet the requirements specified in "Cleaning," of Section 10-1.39 prior to painting, additional cleaning will be required.

139) Are tower diagonals considered enclosed cells for blast cleaning purposes?

Diagonals are not considered enclosed cells. Enclosed cells are defined as chords, as shown on the plans, enclosed on 4 sides with solid steel plate from panel point to panel point.

140) The special provisions state that blast cleaning and priming is required "as a minimum" at specified locations, including contact surfaces of structural steel connections. Later that same section says that blast cleaning is not required in enclosed cells, most of which presumably include contact surfaces of structural steel connections. Which section governs?

If the contact surface of a structural steel connection is in an enclosed cell, blast cleaning will not be required. Contact surfaces of structural steel connections not inside enclosed cells, blast cleaning will be required.

141) If areas are spot abrasive blast cleaned and primed prior to rivet removal, will they need to be cleaned and primed again after rivets are removed and only the small annular area under the head of the rivet is exposed? This assumes the rivet removal does not damage the primer (i.e., backside of rivet from cut head).

See paragraph 3, subsection "Cleaning" of Section 10-1.39 of the special provisions. If the exposed area under the rivet head can be described as any of the areas listed in paragraph 3, including contact surface of structural steel connections or surface under bolt head, nut or washer of a high strength bolted connection, the area shall be cleaned and painted as specified.

142) Reference drawings 7-11, 109, 112, 253-254 / 1049, Special Provisions Section 10-1.07, "Obstructions," page 76, sixth paragraph., and Section 10-1.22, "Existing Highway Facilities," page 92, second paragraph. Special Provisions section 10-1.07 indicate temporary relocation of fiber optic cables will be completed prior to award for expansion joint retrofit work at the North side of the lower deck @ Piers W2, 3, 5, and 6. Special Provisions section 10-1.22 indicate temporary deck cover plates are required during the tower lower deck structure modifications while the Pacific Bell line is being relocated.

(a) Drawings 253-254/1049 indicate that expansion joint material is furnish only and not installed. Please elaborate/provide drawing numbers which show expansion joint retrofit work.

(b) Drawings 7/1049 indicate the telephone line is adjacent to W1 (East), however, there is no indication that relocation is required. This location does not have tower lower deck strut modifications, however, relocation of utilities may be required. Will relocation be performed at no cost to the contractor?

(c) Drawing 11/1049 does not indicate telephone line temporary relocation by others at the Yerba Buena Anchorage Damper installation. Is relocation of the fiber optic cable required at all locations with Viscous Dampers on North Side of the lower deck?

(a) The expansion joint panels shown on sheets 253-254 of 1049 shall be furnished as shown on the plans. See Addendum #4 for revisions to Section 10-1.34, "Steel Structures," of the special provisions for delivery instructions. There is no additional "expansion joint retrofit work."

(b) Relocation will be done by others at no cost to the Contractor.

(c) Sheet 355 of 1049 shows that the existing fiber optic cable shall be removed and relocated. See Addendum #2 regarding revisions to Section 10-1.07, "Obstructions," of the special provisions. Relocation of the fiber optic cable is specified in this section.

143) Reference contract plan sheet no. 349/1049 of addendum no. 2 and Special Provisions Section 10-1.32, "Reinforcement," page 116. With respect to the #4 rebar that is to be field welded to the angles and act as form ties, would GR 40 rebar be acceptable due to its ease of welding?

Sheet 102 of 1049 requires Grade 60 for bar reinforcement. In Section 10-1.32, the amendment to the Standard Specification lists general locations where Grade 40 or 60 may be acceptable. The details shown on sheet 349 of 1049 are not considered included in these locations. The #4 bar shall be Grade 60.

144) Reference contract plan sheet no. 302/1049 of addendum no. 2. Drawing 302/1049 Upper Chord Concrete Removal Plan shows removal is 6'-11" wide. However, the Upper Chord Concrete Bolster Plan, which appears to "fit" in the same place, shows the new concrete is 8'-10" wide. See also 2'-11" vs. 3'-4". In addition, the 4' width shown on the removal plan does not allow for installation of concrete for the inside Damper Bracket and 1 1/4" diameter threaded rods.

The details shown on the plans are correct. Please refer to the As-Built drawings for the existing dimensions of the concrete at the SF Anchorage.

145) Reference contract plan sheet no. 845/1049 of addendum no. 2. The Concrete Jacking Seat on drawing 845/1049 shows an elevation with 16 ea rows of #9 dowels. However, Section B-B shows 14 ea rows. Section A-A shows 10 ea columns of dowels; however, Section B-B shows 9 ea columns. Which is required?

The dowels shall be placed as shown in Section B-B, "#9 dowels @ 9" max." in both directions and 9" typical clearance to the edge. See Section 5-1.04 of the Standard Specifications for the interpretation of plans in the event of any discrepancies.

146) Reference contract plan sheet no. 292/1049. Drawing 292 & 848/1049 San Francisco Anchorage. Step IV, 8 on drawing 292 indicates reinforced concrete is required for bearing replacement. Drawing 848 shows injectable concrete but not reinforcement. Please provide details.

Step IV, 8 on sheet 292 of 1049 is correct and reinforcement is required for the bearing replacement. The reinforcement was omitted from the details shown on sheet 848 of 1049. Unless you see an addendum, please bid per the current plans and specifications.

147) Reference Special Provisions Section 10-1.40, "Miscellaneous Metal (Bridge)," page 144, Section 75-1.03 of the Standard Specifications, and drawing 253-256/1049.Which bid item will the furnish only expansion joint material be paid under? The original special provisions indicated a delivery on this information.

The expansion joint material shown on sheets 253 through 256 of 1049 are included in the quantity for Bid Item #38, "Furnish Structural Steel (Bridge)" and Bid Item #39, "Erect Structural Steel (Bridge)." See Addendum #4 regarding where to transport the material.

148) The note above the south Truss Elevation of Lower Floor Beam indicates that the location list on 753/1049 should be used to determine quantities of D4-JX. The location list on 753 refers to 13 ea panel points. Is there a "key" that indicates where panel points are? Our takeoff indicates there are 21 ea floor beams requiring retrofit 4 that are fixed panels. Is Bracket D4-JX3 used at all-ie. The difference 21-13+8 ea. Please confirm that bracket type D4-H is required at 9 ea expansion joint floor beams and not all 14 per our takeoff.

See revised sheet 753 of 1049 of Addendum #3. The panel point locations are shown on sheets 119-134 of 1049. Please note that the location list was revised and another list added in Addendum #3.

149) Reference is made to Special Provisions 10-1.39, Clean and Paint Structural Steel.

(a) With respect to SP 10-1.39, page no. 142, third paragraph, what treatment if any, is required at the interior of holes drilled through existing members for temporary structural steel connections?

(b) Additionally, the Engineer refers to "Enclosed Tower Legs" and "Enclosed Cells." While the Engineer defines 'Enclosed Cells", he fails to define "Enclosed Tower Legs" in the Special Provisions, nor does he designate any Tower Legs on the plans as "Enclosed" (or conversely, non-enclosed). Please provide a definition for Enclosed Tower Legs."

(a) See Section 10.139, subsection "Cleaning," paragraph 3, item 3. The special provisions specify that "exposed bare surfaces of existing steel remaining after...drilling" shall be blast cleaned. Therefor the interior of holes drilled through existing members shall be blast cleaned. The blast cleaned areas shall then be painted as specified in subsection "Painting."

(b) Enclosed cells are defined in the special provisions and it would be reasonable for the Contractor to use a similar definition when interpreting "enclosed tower legs."

150) Upper Deck Lighting - Does the scope of work require"new" poles and fixtures or are we simply remove and reinstall existing poles and fixtures?

The existing poles and fixtures shall be replaced with new poles and fixtures, as indicated on sheet numbers 100A (E-66) through 100F (E-71).

151) Drawings E-60 (Sheet No. 95) through E-65 (Sheet No. 100) all are entitled in part "HIGH RISK FACILTIES." We find no further description of these HIGH RISK FACILITIES as to what is required. Further, we find no engineer's bid item that sets forth this work and the estimated quantity. Please advise the scope of work that will be required for these HIGH RISK FACILITIES and the item(s) under which payment will be made for this work.

The location of all "HIGH RISK FACILITIES" is included in all electrical plans. "HIGH RISK FACILITIES" are electrical facilities with voltages of 480 or greater. This information is provided for the use of the Contractor, and there is no separate bid item associated with the work related to preserving and protecting the existing facilities. Attention is directed to the Contractor's responsibilities under Section 15-1.02, Preservation of Property, of the Standard Specifications.

152) Page 1 of 2, SP 10-1.39, "Clean and Paint Structural Steel," page 141, first paragraph. The Engineer states that "Provisions shall be made to artificially control atmospheric conditions...for the drying period in accordance with ASTM designation D1640." It appears that the Engineer's reference to cited ASTM designation does not provide a period for which the Contractor may provide such atmospheric conditions, in as much as ASTM designation D 1640 by way of its own description as shown in Article 1-Scope, does not claim to provide such criteria. Rather, ASTM designation D 1640 provides test methods so as to determine "...the various stages and rates of film formation in the drying or curing of organic coatings normally used under conditions of ambient room temperature." Please define the temperature and humidity ranges, and the drying period, for each paint product called for in SP 10-1.39 and the Standard Specifications, so that the bidders may properly consider the impact of this effort.

Temperature and humidity ranges for each type of paint are specified in subsection "Painting" of the special provisions and Section 59-1.02, "Weather Conditions," of the Standard Specifications. Minimum drying times between undercoats and water rinsing and also between undercoats and subsequent coatings are specified in the subsection "Painting" of the special provisions.

153) There appears to be multiple web sites and e-mail address concerning this project and other Caltrans Seismic Retrofit Projects. Will Caltrans publish an information list or create a web site that contains all the web sites associated with this work and identify what each particular web site is for?

At this time there are no plans to generate an information list or web site that is specific for Contract# 04-0435U4. The following web site addresses (aka URLs) are the main websites for Contract#04-0435U4.

 

URL

Description

http://dot.ca.gov/hq/esc/tollbridge

This is the official Toll Bridge Program Web Site. The Toll Bridge Web site is a compilation of all possible information regarding Toll Bridge projects. The Web Site is now housed in a new web server that can better handle the Program's needs. The web site listed in past Special Provisions (http://tresc.dot.ca.gov/sfobb/index.html) will still function. However, visitors of the old server are slowly being redirected to the new server (the address on the left).

http://tresc.dot.ca.gov/office_engineer/oe.html

This is the website for the Office of Office Engineer (OE). Potential bidders can get copies of bid packages from OE. Other information regarding standard specifications, advertisement date and links to other bid related documents are available from this webpage.

  

Please email the Toll Bridge Duty Senior for questions relating to contracts, specifications, the projects and procedures. The email address is : duty_senior_tollbridge_district04@dot.ca.gov

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154) In Addendum #2 on drawing E-67 a triangular symbol refers to a light support location for mounting detail Type VIII. This detail does not appear on the new drawings E-66 thru E-71. Please advise.

Please see addendum no. 5 for revisions to sheets 100A (E-66), 100b (E-67), and 100C (E-68).

155) Please refer to contract drawin sheets E-66 through E-68 where "Light Support Detail," Type VIII is indicated. What and where is this detail?

Please see addendum no. 5 for revisions to sheets 100A (E-66), 100B (E-67), and 100C (E-68).

156) See Truss-Floor Beam Retrofit Detail 10, No. 4, Sheet 683, it is calling for Drain Gutter Modifications. Please identify how the new metal plates are attached to the existing drain.

See revised sheet 785 of 1049 of Addendum #5.

157) See Truss-Floor Beam Retrofit Detail 9, No. 2, Sheet 677; it is showing "Part Section D-D" with a Restrainer Bracket "Type D9-B" with rows of seven holes each. Truss-Floor Beam Retrofit Detail 9, No. 3, Sheet 678; it is showing "Bracket D9-B" with rows of six holes each. Please identify how many holes are to be in "Bracket D9-B."

See revised sheet 779 of 1049 of Addendum #5.

158) Special Provisions Section 5-1.21 on Page 35 indicates items listed will be the only items considered for the material on hand payments. Please consider viscous dampers, bearings , electrical and mechanical materials and paint.

Your comment have been noted. Only those items listed in Section 5-1.21 of the special provisions will be considered for material on hand payments.

159) Sheet 301 of 1049--Damper Bracket Details No. 6 shows "ASTM A499 Threaded Rod 1 1/4" diameter, typical" on the Damper Anchor Detail O-O. However, all other drawings show these rods are "1 1/4" diameter ASTM 354, Grade BC Threaded Rod, typical." Which is required?

See revised sheet 301 of 1049 of Addendum #2.

160) Sheet 206 of 1049--Section X-X shows two dimensions: 1'-6" and 3'-2 1/8". However, the Elevation on the same page shows a height of 3'-8 7/8". Which is it?

See revised sheet 206 of 1049 of Addendum #2.

161) Sheet 843 of 1049-- Section K-K indicates centerline of the Temporary Stiffener/centerline of Jack is 4'-1" +/- from the centerline of the Bearing. How much plus will be allowed? The new bearing plates that are to installed will just fit at 4'-1 1/4".

See revised sheet 843 of 1049 of Addendum #2.

162) Special Provisions, Section 10-1.22A--Page 98 indicates "When replacement operations have been completed, all falsework, supports...shall be disposed" by the Contractor. A. Is the Concrete Jacking Seat show on sheet 845/1049 disposed of after use? B. If so, how far should the #9 dowels be dug out?

No, the concrete jacking seat shall remain.

163) Sheet 845 of 1049--Shows the Concrete Jacking Seat. How will the drill dowels, rebar and concrete be paid for?

The dowels and reinforcing steel will be paid for as Bar Reinforcing Steel (Bridge). See the payment clauses in Section 10-1.27, "Drill and Bond Dowels," and Section 10-1.32, "Reinforcement," of the special provisions. The concrete will be paid for as Structural Concrete (Bridge). See the payment clause in Section 10-1.23, "Concrete Structures," of the special provisions.

164) Sheet 845 of 1049, Special Provisions Section, 10-1.22A) Page 97 indicates "A redundant system of supports for backup...shall be provided."

A. Will locking lugs on the jacks be acceptable? If not, how far away from the Bearing Centerline can the redundant system be placed?

B. Can the redundant system sit on the Concrete Jacking Seat shown on 845/1049?

The Contractor is responsible for methods and equipment used during this operation. The Engineer will review the Contractor's proposal as described in Section 10-1.22A, "Jack Bridge."

165) Sheet 848 of 1049--Section C-C shows injectable concrete under the new bearings. The front of this pad cannot be completed until the jack is removed. Will regular concrete be acceptable?

Alternative methods of construction will be subject to the review and approval of the Engineer after bid opening. 

166) Sheet 848 of 1049--The Plate Installation Details show 12 each 1" diameter threaded rods under the masonry plate. Is any embedment into the concrete below required or do they sit on the surface of existing concrete?

See revised sheet 848 of 1049 of Addendum #2. 

167) Sheets 833-849 of 1049, Special Provisions, Section 10-1.22A) Section 10-1.22A states that "The contractor shall be responsible for the design of the temporary supports." Sheets 833 to 849/1049 show Concrete Jacking Seats and staged construction which allow raising of the bridge. Temporary Stiffeners and longitudinal restrainers are shown also. What Design Engineering does Caltrans expect the Contractor to do?

The Contractor is responsible for designing the jacks and jack support unit and also for maintaining structure stability.

168) Special Provisions, Section 10-1.40 --The Final Quantity shown for Bid Item 43-Miscellaneous Metal is 285, 000 pounds. Special Provision Section 10-1.40 indicates items listed in Standard Specification Section 75-1.03 and high strength rods and studs, ladder @ Pier W4, and bronze plate for anchorage girder are included in this quantity. Our takeoff quantity does not add up to this quantity. Is the Quantity Breakdown available?

Are the following items included also?

 

Sheet

Description

231

Temporary Bracing, Damper Brackets A Anchorage

354

New Louver/Cover Plates

357

Bearing/Bolting Plate/Stiffener Gusset Plates

415/603

Temporary Stairs

841

Bearing Bumpers

846

Temporary Restrainers

 

850

New Catwalk/Ladder

 

852

Barrier Modification

884

Bolts for Access hole Covers

892

Traveler Rail Supports

919

Temporary Stays

1046

Waterline Retrofit Supports

 

Please submit your quantity breakdown for comparison. Any discrepancy between your takeoff quantity and the Engineer's Estimate will be noted. See revised sheet 884 of 1049 of Addendum #5 . The new louver/cover plates (sheet 354) and the studs for access hole covers (sheet 884) on the attached list are included in Item #43. All other items on the list are not included in Item #43.

169) See "Connection Elevations No. 3 & Details No. 2, Type 13" sheet 708, its shows a Type 13 connection retrofit at L0."Truss Layout No. 16" sheet 34, shows no Type 13 retrofit at L0. Please clarify the retrofit type at location - east span L0.

See revised sheet 134 of 1049 of Addendum #5.

170) See "Connection Elevations No. 3 & Details No. 2, Type 13" sheet 708, its shows a Type 13 connection retrofit at L0."Truss Layout No. 16" sheet 34, shows no Type 13 retrofit at L0. Please clarify the retrofit type at location - east span L0.

See revised sheet 134 of 1049 of Addendum #5.

171) See "Connection Details No. 18 " sheet 721, it does not show a Type 18 connection retrofit at L120. "Truss Layout No. 7" sheet 25, and "Truss Layout No. 10" sheet 28, show a Type 18 retrofit at L120. Please clarify the retrofit type at these locations.

See revised sheet 823 of 1049 of Addendum #5.

172) See "Connection Details 20 & 21 " sheet 723, it shows both Type 20 & 21 connection retrofits at Locations L119 & L153."Truss Layout No. 7" sheet 25 shows no Type 20 retrofit at L119. Also, see sheet 26 for L153, sheet 27 for L153, & sheet 28 for L119. Please clarify the retrofit type at these locations.

See revised sheet 825 of 1049 of Addendum #5.

173) See "Connection Details 18 " sheet 721, it does not show a Type 18 connection retrofit at location L2. "Truss Layout No. 1" sheet 19 and "Truss Layout No. 16" sheet 34 shows a Type 18 retrofit at location L2. Please clarify the retrofit type at these locations.

See revised sheet 119 and 134 of 1049 of Addendum #5.

174) See "Connection Details 3 " sheet 698, it shows a Type 3 connection retrofit at locations U1, U3, U35, U115, U119, and U121. "Truss Layout No. 1" sheet 19 does not show a Type 3 retrofit at location U1 & U3. See Sheets 20, 24, 25, 28, 29, 33 & 34 for other locations mentioned above with no call for a Type 3 connection retrofit. Please clarify the retrofit type at these locations.

See revised sheet 800 of 1049 of Addendum #5.

175) See "Connection Details 14 " sheet 711, it shows a Type 14 connection retrofit at location U37. Data appears in table for "North Truss, Right of Floor Beam looking North only." "Truss Layout No. 15" sheet 33 lists a Type 14 retrofit at location U37 twice. No other location shows a type 14 retrofit called out twice. Please clarify the retrofit type at these locations.

See revised sheet 133 of 1049 of Addendum #5.

176) See "Connection Details 17" sheet 720, it shows a Type 17 connection retrofit at locations U113 & U131. "Truss Layout No. 6" sheet 24 does not show a Type 17 retrofit at location U113. Same occurs at locations for U131. Please clarify the retrofit type at these locations.

See revised sheet 124 of 1049 of Addendum #5.

177) See "Connection Elevations & Views 16" sheet 713, it shows a Type 16 connection retrofit at locations U0. "Truss Layout No. 16" sheet 34 does not show a Type 16 retrofit at location U0. Please clarify the retrofit type at these locations.

See revised sheet 134 of 1049 of Addendum #5.

178) See "Connection Details 18" sheet 721, it does not shows a Type 18 connection retrofit at location U3. "Truss Layout No. 1" sheet 19 shows a Type 18 retrofit at location U3. Please clarify the retrofit type at this location.

See revised sheet 119 of 1049 of Addendum #5.

179) See "Connection Details 18" sheet 721, it shows a Type 18 connection retrofit at locations U1, U37 & U119. "Truss Layout No. 7" sheet 25 does not show a Type 18 retrofit at location U119. Same occurs at locations U1 & U37. Please clarify the retrofit type at this location.

See revised sheet 125 of 1049 of Addendum #5.

180) Reference drawing 119-134/1049 and drawings 731-798/1049. The floorbeam retrofit detail numbers shown on drawings 119-134 show a number of repairs that do not correspond with the details shown on drawings 731-738. For example reference retrofit Detail #3. On sheets 119-134 there are 11-#3 repairs shown and in the table on Drawing 744 there are 16-#3 repairs shown. Which quantity is correct? Note that this is not the only discrepancy, there are other discrepancies between these drawings.

See the following revised sheets of Addendum #3: 734, 739, 744, 750, 752, 758, 760, 761, 766, 771, 775, 776, 777 of 1049.

181) Reference drawings 973, 974, 983, 986 & 987/1049. We believe the titles on these drawings are incorrect. The titles read that the repairs are for the West Span Stiffening Truss Connections, but we believe the titles should read Continuous Spans-trusss. Is this correct? Please advise.

See the following revised sheets:

182) Reference Drawing 288/1049. The Construction Sequence reads that the fill plate with the oversized holes must be installed prior to removing the existing rivets. The existing rivets are then to be removed after the gusset plate is erected. Are we to assume that the gusset plate also has oversized holes? If the holes in the gusset plate are not oversized then the existing rivet heads that are to be removed will not be accessible. Please advise.

The gusset plate does not require oversized holes. The rivets can be drilled or cored out and the annular remains of the rivet head will remain.

183) On Sheet 2 of 940 Detail Reference indicates that "detail included in these plans are for the West Bay Stiffening Truss: Chords. Diagonals, End Posts, Rocker Posts, Lateral.... etc.", "Detail for East Span Similar, except as noted in As-Built and Original Shop Drawing Details."

The floorbeam retrofit detail number shown the Truss Layout on sheets 19-35 of 940 does not reflect that (meaning the East Span floorbeam retrofit is not always similar to the West span).

The Retrofit Detail shown on sheets 629-696 of 940 does not cover all panel points, nor match to the floor beam retrofit detail (there is a conflict between the retrofit type shown on truss layout sheets (19-35) and the actual retrofit details shown on the details sheets (629-696). Please advise which details should be used, the layout sheet or the details sheet? Please note that currently we are basing our bid on the details sheets, as they are more specific to the work.

See the following revised sheets regarding the conflicts between the layout and detail sheets:

Please resubmit your questions, if you have additional questions about specific sheets.

184) The Damper Envelope drawing on Sheet 189 of 940 of the Plans specifies a maximum cylinder diameter of 16". To meet the performance requirements of the Special Provisions, a cylinder diameter of at least 16.5" is required for the Type B damper. The Type B damper with the 2 ppc. extender has a flange connection diameter of 18 inches.

See revised sheet 291 of 1049 of Addendum #5.

185) The wind load test specified as "+/- 2 inch stroke at 0.02 Hz for 200 sinusoidal cycles" on page 115 of the Special Provisions cannot be performed on the Type B dampers. The energy dissipated during this test will exceed the capabilities of a damper with a 16" diameter by a factor of four. It physically is not possible to build a damper to meet this requirement with a maximum diameter of 16 inches. This test should be revised to a lower frequency or deflection consistent with the measured frequency/defl. of wind cycling under fully damped conditions.

See Addendum #4 regarding revisions to subsection "Prototype Tests," of Section 10-1.31, "Viscous Dampers," of the special provisions.

186) It is not possible to meet the maximum installed length given as "Dimension L" in the Damper Schedule on Sheet 189 of 940 of the Plans for several of the locations. The minimum installed length is 11'-1" and 12'-9" for the Type A and Type C dampers, respectively. Changes must be made to accommodate these lengths.

The dimension "L" is not a maximum. Alternative damper lengths can be accommodated. See note #9 on the same sheet (291 of 1049).

187) The spacing between the ears of the brackets that accept the male clevis of the dampers must be a minimum of 5" to allow the spherical bearings to rotate+/- 5 degrees out of plane.

See revised sheet 291 of 1049 of Addendum #5.

188) All testing must be performed at SRMD at UC San Diego. An option to perform the testing at a lab other than the one specified would save a significant amount of time and money. The Special Provisions allow for the following:3 weeks per prototype x 3 prototypes = 9 weeks 1 day per proof damper x 100 damper = 100 days We are greatly concerned with the availability of the test lab for 29 weeks. Any delays in testing would seriously impact the construction schedule for this project. The manufacturer should at least, be allowed to select a suitable testing lab for the proof testing.

Your comments have been noted. Alternative testing sites may be considered and will be subject to the approval of the Engineer after bid opening.

189) See Truss-Floor Beam Retrofit Detail 11, No. 5, Sheet 688, no call out could be located on this drawing identifying what the plate thickness is for "Bracket Type D11-C." Please provide information to clarify the plate thickness of this bracket.

See revised sheet 790 of 1049 of Addendum #5.

190) See Truss-Floor Beam Retrofit Detail 4, No. 6, Sheet 649, "Clip Angle D4-G" is shown with 10 total holes. Truss-Floor Beam Retrofit Detail 4, No. 1, Sheet 644, Cross Section Detail "Part Section A-A" shows a D4-G clip with more than 10 total holes. Please provide information to clarify how many holes are in this angle.

See revised sheet 751 of 1049 of Addendum #5.

191) Will the completion date for all work between Pier W1 and the San Francisco Anchorage except the installation of the viscous dampers be revised? Presently completion is to be on or before September 1, 2000. With the revised bid date, will the September 1, 2000 date change to October 6, 2000? The scheduled completion was difficult to accomplish. With the Bid change the added month is crucial. The fabricators and painters are also in need for the date change.

See Addendum #5 regarding changes to the completion date for work between Pier W1 and the San Francisco Anchorage.

192) We have been talking with the painters on the above project and there is much concern over the paint specifications. New field bolts will be mechanically galvanized. Section 10-1.39 (Clean and Paint Structural Steel), the last paragraph on page 142 of the Special Provisions, requires the bolt heads, nuts and exposed threaded surfaces to be roughened by sanding with 120-grit sandpaper or equivalent. Surface roughening shall not remove galvanizing. There are well over 1 million bolts on this project. To roughen the bolt surface by hand is impossible. Light sand blasting is the only way, but it will remove surface material and this is not allowed. Please review this item. It would be prudent to discuss this with the painters. The method specified can not be done.

Although hand roughening may be labor intensive, it can be done. The specifications do not allow for roughening by light sandblasting.

193) Reference is made to SP 10-1.01 Order of Work, page no. 59, eighth paragraph. In as much as the bid due date has been extended for a period of four (4) weeks from its original date of August 10, 1999 (until September 8, 1999), will Caltrans extend the completion date for the work between Pier W1 and the San Francisco Anchorage except for the installation of the viscous dampers, a like amount of time?

See Addendum #5 regarding changes to the completion date for work between Pier W1 and the San Francisco Anchorage.

194) Reference drawing 120/1049 of addendum no. 2. Drawing 120/1049 indicates Floor Beam L37 is an expansion joint and is to be retrofitted per detail 6. The same drawing shows Floor Beam L40 is also an expansion joint and is to be retrofitted per Detail 11. Drawing 762/1049 (south truss elevation ) indicates "Restrainer Bracket Type D6-H" is to be used for expansion floorbeams only. Drawing 768/1049 indicated D6-H bracket is to be used at floorbeam L40. Should it say L37?

See revised sheets 120 and 768 of 1049 of Addendum #5.

195) Reference Special Provisions Section, "Order of Work." With the postponement of the bid date from August 10 to September 8, does the requirement to complete the work from Pier W1 to the San Francisco Anchorage change from September 1, 2000, to September 29, 2002?

See Addendum #5 regarding revisions to Section 10-1.01, "Order of Work," of the special provisions.

196) There are no material on hand provisions for any electrical materials. There will be hundreds of thousands of dollars in materials to be ordered and used as needed. Electrical materials need to be added to the materials list under payments.

Caltrans does not anticipate to include electrical items to the list of materials in Section 5-1.21 of the special provisions to be considered for material on hand payments.

197) Sheet E-30, Note 7 – Where is Note 7 referenced on the project sheet? If it is not referenced on the sheet does that mean it can be ignored?

Unless you see an addendum, bid as you see it.

198) Sheet E-30, Notes 3, 7, and 9 – There is confusion as to exactly what is needed at this location with regards to the messenger cable. Please provide clarifications and additional details, if possible, to help nail down the exact scope of work needed at this location.

The existing messenger wire supporting the existing TC conflicts with structural work at the attachment to Bent A. The existing system must be maintained until the new system is tested and accepted. The plans propose that a new messenger wire be installed from the building to Bent A and a new TC be placed on the new messenger wire. Unless you see an addendum, bid as you see it.

199) Please see "Lower Lateral Bottom Connections" detail on Sheet 610.The new bottom (1-1/4") gusset plate at L1 is shown only extending to the centerline of the existing bottom chord. Cross section drawings D-D (Sheet 311) & E-E (Sheet 312) of the Lower Chord L0-L1 (Sheet 283) seem to show the new gusset plate extending across the total width of the chord. Also, Sheet 610 indicates existing rivets are to be replaced with 1" bolts while drawing 283 shows rivets replaced with 1-1/8" bolts. Another area of confusion is where Section D-D on Sheet 311 shows the new L 8x4x3/4 angle attached to the new gusset. Sheet 283 shows the bolts holding the angle as 3/4 inch while Sheet 610 - "Lower Lateral Bottom Connections" makes no reference to any 3/4" bolts. Can you clarify this connection between this chord and lateral?

There are conflicts between the details on sheet 610 and details on sheets 238 and 311. Unless you see an addendum, please bid per the current plans and specifications.

200) What is the drawing symbol for rivets replaced with 1-inch bolts? The "Bolt Legend" on Sheets 506 thru 511 does not identify a symbol for rivets to be removed and replaced with new 1-inch high strength bolts.

The symbol for the rivets replaced with 1-inch bolts was omitted from legend. Unless you see an addendum, please bid per the current plans and specifications.

201) See Sheet 512, "Typical End Post Details." The splice plate Type "E" does not reflect the rivet and drilled hole patterns shown on Sheets 507 & 508. Next, the rivet and drilled hole patterns shown on Sheets 506, 507, 508, 509, 510 & 511 do not reflect the new Type "D1" or Type "D2" plates shown.

There are conflicts between the rivet and drilled hole patterns on these sheets. Unless you see an addendum, please bid per the current plans and specifications.

202) Reference is made to Special Provisions 10-1.22 and 10-1.39, and various references to said SP Sections throughout the Special Provisions. The requirements for cleaning and painting of structural steel on this project are of a considerable economic magnitude, and the sender and the sender's firm have encountered a large number of matter requiring clarification. The requirements for cleaning and painting of structural steel, as currently published appear to be the result of multiple modifications to previous projects' Special Provisions, and are difficult, if not impossible to interpret. This correspondence is sent in order to request that the Engineer reissue the Special Provisions for cited work, including a comprehensive schedule of said work in other portions of the Special Provisions, in its entirety. Given the constraints of the project, RPI trusts that the Engineer shares our view, that all parties would benefit by avoiding disputes once the work is in progress. We also trust that you share our belief, that the expense of reissuing this portion of the Special Provision is minor compared to the consequences of attempting to perform the work based upon a document fraught with vagaries and ambiguities.

Your request has been noted. Unless you seen an addendum, please bid per the current plans and specifications.

203) Page 2 of 2, SP 10-1.22C,"Bridge Removal," SP 10-1.22D, "Remove Rivet" and SP 10-1.39, "Cleaning," page 142, second paragraph. With respect to rivets which have only a portions of the rivet removed, is it the Engineer's intent that dry spot blast cleaning be performed per the SP 10-1.39 provision noted above, within the limits noted in Item No. 5 of said callout? If so, is the Contractor obliged to perform the dry spot blast cleaning specified on the head side of the affected structural member only? With respect to rivets removed in their entirety, is the Contractor obliged to perform the dry spot blast cleaning on the head and back side of the structural member to the limits shown in Item No. 2 or 5 of said callout? Finally, please clarify whether the area called for in SP 10-1.39 may be interpreted as a square area with a total surface area of sixteen square inches centered over the centerline of said rivets or bolts, or as a square area with a total surface are of sixty-four square inches, formed by measuring four inches above and below, left and right of the centerline of said rivets or bolts?

Cleaning is required when the area exposed by the removed rivet head is within any of the limits specified in areas #1-5 of paragraph 2, "Cleaning," of the special provisions. If a rivet has been removed, the area shall be cleaned as specified in area #5 of paragraph 2, "Cleaning," of the special provisions. See Addendum No. 2 regarding clarification of the cleaning limits.

204) See Sheet 611 "Type 1-B Connection Detail No. 1"; note the call for the New Box Top PL 25"x1" in the drawing. The title underneath the drawing is LOWER LATERAL TOP CONNECTIONS AT NEW 25x19.5x1.25. Please check sheet 606 thru 627 for mislabled materials. Numerous 25x19.5x1.25 laterals are called out as having only 1-inch plate. Is the Box Lateral on sheet 613 a 1 inch or 1-1/4 inch?

There are mislabled materials on these sheets. Unless you see an addendum, please bid per the current plans and specifications.

205) The specified primer for the wind tongues (waterborne inorganic zinc) is incompatible with the existing finish coats, At some point there must be an interface of these two systems. There is no industry standard method for applying inorganic zinc to organic finish coats. What construction details are to be used at this interface?

Construction details were omitted for this interface. Unless you see an addendum, please bid per the current plans and specifications.

206) Reference contract plans sheet 817/1049, Truss Connection Details @ Upper 0 and 156 Floorbeams, of Addendum No. 2.

These elevations show 4 ea bolts 2'-3" below the top 2" diameter rods shown on sheet 782/1049. The same bolts are shown in section E-E on 783/1049. What are they?

Sheet 817 of 1049 was not revised by Addendum #2.

Sheets 782 through 785C of 1049 were revised by Addendum #5 and show the correct 2" diameter rod layout.

 

207) Reference is made to Specification SECTION 10-4 SEISMIC MONITORING ELECTRICAL SYSTEM Par. 10-4.01 GENERAL CABLES AND CONDUCTORS (page 170) Telephone Cable.

This specification requires "Cable spools shall be of sufficient length to allow cables to be installed without splices from Pacific Bell service point to the three seismic recorders." (underscoring added)

Seismic Recorder No. I (sheet EE3) is within 120 feet of the Pacific Bell pull box service point. Seismic Recorder No. 2 is located at Pier W4 which is approximately 6,000 feet from the Pacific Bell service point. Seismic Recorder No. 4 is located at the east (Yerba Buena) anchorage and is approximately 10,000 feet from the Pacific Bell service point.

Besides the afore-listed distances to W4 and east anchorage the telephone cable is in conduits that contain various other cables (i.e. SSC and IC). These cable vary in number in the various conduit runs and start and end at various locations.

Also, the telephone cable to W4 is routed through 11 junction boxes and the telephone cable to the East Anchorage is routed through 18 junction boxes.

Your attention is directed to Dwgs. EE37 and EE38 which diagram the foregoing.

Please review this requirement and advise if the splice restriction can be accomplished or if this requirement will be modified.

The telephone cable shall be installed without splices as specified in subsection "Telephone Cable," of Section 10-4.01 of the special provisions.

 

208) See Addendum No. 3 (7/30/99) Truss-Floor Beam Retrofit Detail 8, No. 4, Sheet 673, "D8-Cx Location List" shows "Detail 8" at E3, E5, E9, E11, E13, E15, & E17.

See Truss Layout No. 1 thru 16, Sheet 16. It shows a "Detail 7" retrofit scheduled for the above locations.

Please provide assistance in clarifying the Floor-Beam Retrofit at these locations.

The D8-Cx Location List shown on revised Sheet 673 of 1049 of Addendum #5 is correct.

On the Truss Layout No. 16 sheet (134 of 1049), the floorbeam retrofit detail number at panel points E3, E5, E9, E11, E13, E15, and E17 for the lower deck is incorrect. The correct detail number is listed on sheet 673.

Please refer to Section 5-1.04, "Coordination and Interpretation of Plans, Standard Specifications, and Special Provisions," of the Standard Specifications regarding discrepancies between detail drawings and general drawings.

209) See Addendum No. 3 (7/30/99) Truss Layout No. 1 thru 16, Sheet 2. It does not show any Truss-Floor Beam retrofit scheduled for location W41 or E41.

See Addendum No. 3 (7/30/99) Truss-Floor Beam Retrofit Detail 6, No. 5, Sheet 664, "D6-Cx Location List" shows "Detail 6" at W41 & E41.

Please provide assistance in clarifying the Floor-Beam retrofit at these locations.

See revised sheet 121 of 1049 of Addendum #5 for location W41.

See revised sheet 132 of 1049 of Addendum #5 for location E41.

 

210) As part of the seismic equipment being installed on this project, the Contractor is being asked to install conduit on the tower all the way to the top. Where in the plans can the Contractor find details on how and where the conduit is to be installed? If it is not in the plans, please provide (District #145A)

The conduit on the towers are shown on the following sheets of the contract plans:

Tower 2 sheets 1009 and 1029

Tower 3 sheets 1013 and 1029

Tower 4 sheets 1018 and 1033

Tower 5 sheets 1021 and 1033

The conduit supports are specified in Section 10-4.01.

 

211) Bid Item #72 - Which drawings indicate the location and quantity of conduit referred to in this bid item?

See sheet 1049 of 1049 of the contract plans for electrical conduit installation details.

 

212) Section 10-5.01. Waterline Retrofit - General states that we need to include the new conduit installation from Pier W-1 to the Yerba Buena Anchorage, associated with the replacement of the existing expansion joints on the waterline. What are these conduits for and where are they shown?

The electrical conduit is specified in Section 10-5.03, "Electrical Conduit and Appurtenances," of the special provisions and shown on sheet 1049 of 1049 of the contract plans.

 

213) Ref. S.P. 10-1.39, page no. 143, ninth paragraph.The Engineer calls for galvanized surfaces to be roughened by sanding with 120 grit sandpaper or equivalent, and notes that surface roughening shall not remove galvanizing.

A. As the roughening of any surface via sanding, is the result of the abrasive action of the sandpaper scouring the surface and removing minute portions of the substrate, how does the Engineer intend the surface be roughened without removing any galvanizing?

B. What is the standard of "roughness" to be obtained via sanding of galvanizing and will the Contractor be obliged to check/test the roughness of the galvanizing?

C. Finally, the specified means appear inadequate to roughen all exposed galvanized surfaces, in as much as portions of the bolts threads will be exposed, and it is not physically possible to sand the threads. Please elaborate on your intent, with respect to the preparation of threads.

A) The special provisions require that the surface be roughened, not scoured. Scouring would remove galvanizing by hard rubbing. The specials specify that the galvanizing shall not be removed.

B) The surface shall be roughen so that the surface is not smooth but that the galvanizing is not removed. See Section 6-3.02, "Testing By Contractor," for the Contractor's responsibility for controlling the quality of work performed.

C) The specification requires that exposed galvanized surfaces be roughened with 120 grit sandpaper, or equivalent, prior to painting. It is up to the Contractor to determine the specific method to roughen galvanized surfaces. If the sandpaper is thinner than the spacing between the threads, then roughening may be difficult but physically possible.

 

214) Ref. S.P. 10-1.39, page no. 143, twelfth paragraph, second and third sentences.

A. Should the erection of structural steel be with high strength bolts, should the bidders assume that said steel may be installed immediately after the application of the first phenolic type undercoat, and therefore prior to the undercoat having dried?

B. Should a certain level dryness be obtained or is the only requirement that need be met, that the first phenolic type undercoat have dried a minimum of one (1) hour, prior to the erection of structural steel?

A) Where erection of structural steel uses high strength bolts, a minimum drying time of 1 hour shall be provided as specified in the special provisions.

B) The specials require that the paint have a minimum drying time of 1 hour.

 

215) 3. Ref. S.P. 10-.122, page no. 94, Work Area Monitoring, fifth paragraph, second sentence - The Engineer fails to quantify the sampling requirements, by the use of vague terms including "...large areas...", "...many separate areas...", and "...at various times...", none of which provide sufficient detail to estimate the cost of this effort. As the work at hand is a firm lump sum pay item, provide additional information or change this sampling to an item paid for as extra work.

See Addendum # 3 regarding revisions to Section 10-1.22, "Existing Highway Facilities" of the special provisions. The number of samples are specified in the first sentence of the paragraph. The second sentence specifies when the samples will be taken. The number of samples can be quantified and should be included in the bid item.

 

216) Ref. S.P. 10-1.22 B, Relocate Miscellaneous Facilities and S.P. Section 1, Specifications and Plans - Whereas existing miscellaneous facilities are or may not be shown on the project plans, the absence of their being shown on the plans, can be interpreted as indicating that they do not exist, although their being shown on the as-built plans or as-built working drawings indicates that they do exist. Section 1 states that "...the project plans shall take precedence over and be used in lieu of the conflicting portions," (as-built plans and as-built working drawings). Obliging the Contractor to include the relocation of miscellaneous facilities which are not shown on the project plans appears to conflict with the order of precedence described in Section 1. Please review.

See addendum #1 regarding revisions to Section 10-1.22B, "Relocate/Modify Miscellaneous Facilities" in the special provisions.

Section 10-1.22B specifies that existing facilities are shown on the contract plans, as-built plans or as-built working drawings. Existing facilities may be shown on the as-built plans or as-built workings drawings and not on the contract plans.

The as-built plans and as-built working drawings are essential parts of the contract, as specified in Section 1 of the special provisions, and they are intended to be complementary to the contract plans, as specified in Section 5-1.04 of the Standard Specifications. Together these documents describe a complete work and therefor do not conflict. Section 1 of the special provisions specifies the hierarchy of the as-built documents in relation to the contract plans when conflicts between the documents exist.

 

217) Ref. S.P. 10-1.22 D Remove Rivet -

A) There appears to be a conflict between the requirements of the fifth and eighth paragraphs, in as much as in the former the Contractor is required to cease rivet removal operations that result in damage to the existing steel, while in the latter the Contractor is obliged to repair such damage but not cease removal operations. Please clarify.

B) In the sixth paragraph, the Engineer describes various methods of rivet removal, none of which involve heat (i.e., chipping, driving, drilling and coring), while in the same paragraph the Engineer obliges the Contractor to "...demonstrate methods using heat....". In as much as burning will not be permitted, what methods of rivet removal using heat does the Engineer intend be demonstrated?

C) Will cleaning and painting of the inside surfaces of holes remaining after rivet removal and reaming paid for as extra work as described in the ninth paragraph, also be paid for as extra work?

D) Please clarify how the Engineer will measure the inside surfaces of holes remaining after rivet removal and reaming, as described in the tenth paragraph, in as much as the unit of measure shown on the Engineer's Estimate is not extended past the decimal. Therefore, the smallest unit of measure is for one (1) unit, which in the case of the work at hand is one (1) square foot.

E) Will the engineer measure each hole as one (1) square foot? If not, will the Engineer extend the measurement to tenths, hundredths, or some other fraction of a square foot at each hole, and if so, to what fraction?

See Addendum #4 regarding revisions to Section 10-1.22D, "Remove Rivet" in the special provisions.

A) The ninth paragraph specifies that the Contractor shall cease rivet removal operations in the event that the Engineer determines that the work is resulting in damage to the existing steel. The thirteenth paragraph specifies that that the material shall be repaired. It does not state that the Contractor shall not cease removal operations.

B) If the Contractor chooses to propose an alternative method using heat to the Engineer for review and approval, the Contractor shall demonstrate the method.

C). See Addendum #4 regarding revisions to Section 10-1.39, "Clean and Paint Structural Steel" of the special provisions.

D) See answer to question 217C.

E) See answer to question 217D.

 

218) Ref. S.P. 10-1.22, Bridge Removal (Portion) and Standard Specifications 15-4, Bridge Removal - May the Contractor remove rivet heads flush via flame cutting (i.e., S.P. 15-4.02, seventh paragraph)?

Removing rivets are specified in Section 10-1.22D, "Remove Rivet," not "Bridge Removal (Portion)." See Addendum #4 regarding revisions to Section 10-1.22D, "Remove Rivet" of the special provisions. The section specifies that rivets to be removed shall have their head chipped off. Also this section also specifies that burning will not be permitted. Flame cutting is a method of burning and therefor will not be permitted.

219) Ref. S.P. 10-1.22 C Bridge Removal (portion), S.P. 10-1.22 D Remove Rivet, sixth paragraph, and S.P. 10-1.39, Cleaning, page no. 142, second paragraph and Painting, page no. 143, fifth and tenth paragraphs.

A. Whereas S.P. 10-1.39, page no. 142, second paragraph, first sentence, item no. (5) states that the areas of existing steel to be dry spot blast cleaned include "all areas within 4 inches square of the centerline of rivets or bolts to be removed," is it the Engineer's intent that the existing steel be so treated prior to the removal of the rivet head or rivet (S.P. 10-1.22 C and S.P. 10-1.22 D respectively)?

B. Should your response to the first question be no, is it acceptable that the Contractor contain debris, if any existing paint is disturbed, in the process of removing rivet heads or rivets, and only spot blast clean and apply the undercoat paint system after the rivet head or rivet is removed?

A) Dry blast cleaning is not required before rivet removal. If the Contractor chooses to propose an alternative method using heat to the Engineer for review and approval, the Engineer may require dry blast cleaning before rivet removal.

B) See answer to 219 A.

220) Ref. S.P. 55-3.14 Bolted Connections and 55-3.14B Installation - The Engineer makes repeated callouts for the use of direct tension indicators and makes a number of callouts prohibiting the use of same. Said callouts include:

55-3.14 First paragraph

55-3.14 Twelve paragraph

55-3.14B, Page no. 129, Seventh paragraph

55-3.14B, Page no. 134, Seventh and ninth paragraphs

Is the use of direct tension indicators allowed, and if so, under what conditions?

The noted paragraphs are amendments to the Standard Specifications. See Section 1 in the special provisions regarding amendments to the Standard Specifications.

Also see Addendum #2 regarding revisions to Section 10-1.34 of the special provisions. As specified in paragraph 5 of subsection "Fabrication," direct tension indicators shall not be used at any location.

 

221) Ref. S.P. 55-2.02 Structural Steel, third paragraph, Standard Specifications 75-1.05 Galvanizing, and Paint Structural Steel -- Should the Contractors assume that the Engineer has used the terms "zinc coated" and "galvanized" interchangeably, with respect to fasteners, and that the Contractors are obliged to prepare and paint all exposed new zinc coated fasteners?

ASTM Designations A325 (Section 4.3.4), A354 (Section 5.1.4) and A449 (Section 4.4.4) specify that when the no preference is specified for the method of zinc-coating, the supplier may furnish either hot-dip zinc coating (ASTM A153 Class C) or mechanically deposited zinc coating (ASTM B695, Class 50). Both of these are methods of galvanizing. Therefor all exposed areas of the zinc coated fasteners will require preparation and painting in accordance with "Clean and Paint Structural Steel" in the special provisions.

 

222) Ref. 55-3.14 E, page no. 134, Surface Preparation, second paragraph and S.P. 10-1.39, Clean and paint Structural Steel

A) Should the Bidders assume that the sheared end of each tension control bolt is excluded from the provisions of S.P. 10-1.39, as the callout in S.P. 55-3.14 E makes no mention of cleaning and painting prior to the application of the non-silicone type sealing compound?

B) Should the Engineer intend that the sheared ends be cleaned and painted as new metal surfaces, should the Bidders assume that the requirements for adhesion testing (S.P. 10-1.39 Painting, page nos. 142 and 143) are waived, as the time restrictions for testing (i.e., "...no sooner than 72 hours...") conflict with the requirements for sealant application (i.e., "..on the same day that the splined end is sheared off.")?

Subsection "Surface Preparation," of Section 10-1.34 of the special provisions, is not part of paragraph 55-3.14E. Paragraph 55-31.4 amends the Standard Specifications and refers to inspections of fastener assemblies.

A) Dry blast cleaning and painting as specified in Section 10-1.39 is not required for the sheared surfaces of tension control bolts. The surfaces shall be prepared as specified in subsection "Surface Preparation," of Section 10-1.34 of the special provisions.

B) See answer to 222A.

 

223) We are in receipt of a list showing two viscous damper manufacturers. This list was sent to us by Caltrans and dated August 4 and included Taylor Devices and Enidine as the two sources. Has this list been expanded and, if so, is it going to be published for all?

The list has not been expanded. Currently there are only two pre-qualified manufacturers on the list, Taylor Devices and Enidine.

 

224) Abrasives are required to meet criteria for "Mineral and Slag Abrasives." Does this preclude the use of recycled steel abrasive? Specifically, steel abrasive is not certified by the California Air Resources Board. When asked, they have indicated that the steel meets the requirements, by definition, when new and no testing is required. We are considering recycled steel grit, typically G-80 through G-40 sizes in a working mix for both the Commercial and Near-White cleaning operations. The steel abrasive is much more effective in a vacuum blasting system (such as a Schmidt BRS system) due to the lower dust levels and higher specific impact. Use of recycled steel will greatly reduce the volume of waste generated on the project.

Abrasives shall meet the requirements in subsection "Cleaning" of Section 10-1.39 of the special provisions. If the recycled abrasive meets these requirements and can be cleaned so that it contains no hazardous material, the Contractor can use the recycled abrasive. Alternative methods or materials may be considered and will be subject to the review and approval of the Engineer after bid opening.

 

225) The specified test method for Air Monitoring (NIOSH method 7082 per 10-1.22 Existing Highway Facilities, Work Area Monitoring, second paragraph) cannot meet the specified Limits of Detection (LOD) of 0.5 g/m3. According to the NIOSH Manual of Analytical Practices, Fourth Edition, the estimated limit of detection is 2.6 g/sample. The recommended sampling air volumes are 200 to 1500 L which would give concentration limits of detection from 10 g/m3 (2.6/.2) to 2 g/m3 (2.6/1.5). Additionally, laboratories normally report Method Reporting Limits or Limits of Quantification which are even higher than Limits of Detection. Meeting the specified limits will be much more expensive and is of questionable value. Can we assume that industry standard LOD with the specified method is acceptable?

NIOSH Method 7082 can yield a level of detection of 0.5 g/m3 and this sampling may be more expensive than sampling for higher limits of detection. Air samples shall be analyzed with a limit of detection of 0.5 g/m3 as specified in Section 10-1.22 of the special provisions.

 

226) Special Provisions (10-1.39 Cleaning and Painting Structural Steel, Cleaning, Third paragraph as amended by addendum 2, item 3) state that exposed bare surfaces of existing steel remaining after ... drilling or reaming (presumably holes) must be dry spot blast cleaned. Later in the same section (fourth paragraph as amended by addendum 4), it states that the inside of holes remaining after river removal (some of which at least will be reamed) do not require spot blast cleaning. Which is correct?

The inside of holes remaining after rivet removal will not require spot blast cleaning.

 

227) Please see "Lower Lateral Bottom Connections" detail on Sheet 610. The new bottom (1-1/4") gusset plate at L1 is shown only extending to the centerline of the existing bottom chord. Cross section drawings D-D (Sheet 311) & E-E (Sheet 312) of the Lower Chord L0-L1 (Sheet 283) seem to show the new gusset plate extending across the total width of the chord. Also, Sheet 610 indicates existing rivets are to be replaced with 1" bolts while drawing 283 shows rivets replaced with 1-1/8" bolts. Another area of confusion is where Section D-D on Sheet 311 shows the new L 8x4x3/4 angle attached to the new gusset. Sheet 283 shows the bolts holding the angle as 3/4 inch while Sheet 610 - "Lower Lateral Bottom Connections" makes no reference to any 3/4" bolts. Can you clarify this connection between this chord and lateral?

There are conflicts between the details on sheet 610 and details on sheets 238 and 311. Unless you see an addendum, please bid per the current plans and specifications.

228) Reference is made to Special Provisions 10-1.22 and 10-1.39, and various references to said SP Sections throughout the Special Provisions. The requirements for cleaning and painting of structural steel on this project are of a considerable economic magnitude, and the sender and the sender's firm have encountered a large number of matter requiring clarification. The requirements for cleaning and painting of structural steel, as currently published appear to be the result of multiple modifications to previous projects' Special Provisions, and are difficult, if not impossible to interpret. This correspondence is sent in order to request that the Engineer reissue the Special Provisions for cited work, including a comprehensive schedule of said work in other portions of the Special Provisions, in its entirety. Given the constraints of the project, RPI trusts that the Engineer shares our view, that all parties would benefit by avoiding disputes once the work is in progress. We also trust that you share our belief, that the expense of reissuing this portion of the Special Provision is minor compared to the consequences of attempting to perform the work based upon a document fraught with vagaries and ambiguities.

Your request has been noted. Unless you seen an addendum, please bid per the current plans and specifications.

229) See Sheet 611 "Type 1-B Connection Detail No. 1"; note the call for the New Box Top PL 25"x1" in the drawing. The title underneath the drawing is LOWER LATERAL TOP CONNECTIONS AT NEW 25x19.5x1.25.

Please check sheet 606 thru 627 for mislabled materials. Numerous 25x19.5x1.25 laterals are called out as having only 1-inch plate.

Is the Box Lateral on sheet 613 a 1 inch or 1-1/4 inch?

There are mislabled materials on these sheets. Unless you see an addendum, please bid per the current plans and specifications.

230) The specified primer for the wind tongues (waterborne inorganic zinc) is incompatible with the existing finish coats, At some point there must be an interface of these two systems. There is no industry standard method for applying inorganic zinc to organic finish coats. What construction details are to be used at this interface?

Construction details were omitted for this interface. Unless you see an addendum, please bid per the current plans and specifications.

231) RE: Special Provisions, page 137, para 1, Section 10-1.35, "Remove and Erect Structural Steel - Special Locations." Upon reading the above requirements, contacting equipment suppliers and discussing the above with qualified personnel who work with cranes and other hoisting equipment, there is no way that a contractor can meet these requirements. You are creating a potential disaster by double hook erection. Two independent rigs, hooked at the same center of gravity can not hoist material. One will carry the load while the other is attached but drifts along. This is dangerous since the load has to shift or drop into the second hook if the first hook or rig fails. If you hook off center, at two different hitch points, equally sharing the load, and one hitch fails, the load will shift along with the center of gravity endangering the operator and equipment. To achieve what Caltrans is looking for, one hook should be all that is required to hoist material. If hoisting equipment and rigging is properly sized, maintained, and engineered and competent people are used, this presents the safest method. Equipment failure occurs when material is hoisted and the rig moves with the load or when material is hoisted and the equipment is setting on poor or unstable material. I strongly urge you to re-evaluate this hoisting requirement. If you doubt what has been stated please do not hesitate to contact other steel contractors and riggers along with equipment suppliers and poll their position on Caltrans two hook hoisting requirements. Also it is felt that a pre-bid meeting should be scheduled for the Contractors to attend and be allowed to visit the site.

Thank you for your input. Your comments have been noted.

232) The special provisions (p.3) shows bid item 19 as "Jack Bridge (Location A)" and bid item 20 as "Jack Bridge (Location B)." Please lend assistance in identifying which bid item is for Pier W-1 and which is for the SFOBB Anchorage.

The descriptions for each item were omitted from Section 10-1.22A, "Jack Bridge." Unless you see an addendum, please bid per the current plans and specifications.

233) Please reference Special Provisions Section 10-1.35, subsection titled "Special Locations," paragraph six, "All loads not secured to the structure shall be supported at all times by a minimum of two independent hoisting systems or load lines, each having the capacity of supporting the entire load." The practice of hoisting with two hoist lines is an inherently dangerous method of erection or dismantling. The load is shared by both hoist lines. At some point in time the load must be transferred from two points of suspension to one point of suspension prior to releasing the load. This transference of load is dangerous not only to the travelling public but also to the ironworkers handling the material. In most cases the operator will be working with only the benefit of signals by radio in relatively high winds. We suggest that you reconsider this contract clause or at the very least discuss your intentions with Mr. Richard Zampa, President, Ironworkers District Council, Bay Area and Vicinity.

Thank you for your input. Your concerns have been noted.

234) On sheet 82 of 1049, E-47, Note 1, Install new 1/0 15 KV cable between

Sterling Substation and Beale Sub Station, "no splices". The weight of

the cable does not allow it to be handled by hand, the length of the

runs requires mechanical pulling of the cable. The cable will need to be

spliced at each man hole/pull box. Please review this and let me know how to proceed.

Please bid per the current plans and specifications.

 

REVISED RESPONSES: Please note that the responses to inquiries no. 6, 12, and 26 have been revised. Responses to inquiries no. 217B, 219A, and 219B are available.

PLEASE NOTE: INQUIRIES SUBMITTED WITHIN SEVENTY-TWO (72) HOURS OF THE BID OPENING DATE MIGHT NOT BE ADDRESSED.