CONTRACTOR'S INQUIRY RESPONSES

 

August 7, 2000

 

CONTRACT NO. 04-0438U4

 

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

The Caltrans District 4 Office is located at 111 Grand Avenue, Oakland, CA 94612. 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) Do you have any detailed drawings for the large diameter piles so we can assess if castings would be a possibility?

To order plans and special provisions, please call the Plans and Bid Documents Information at (916) 654-4490 or (916) 654-4492 or go to http://troe.dot.ca.gov/Tango/OE_Data/ordertxt.html 

 

2) When are you planning to arrange to have site tours?

SITE VISIT ANNOUNCEMENT: Due to demand, site visits will be conducted. The schedule is below. Reservations are required and can be made by emailing Duty_Senior_Tollbridge_District04@dot.ca.gov. Please include firm name, number of persons, phone number, and contact person. Attendance is limited and reservations are made on a first come first serve basis.

Schedule for site visits to Richmond-San Rafael Retrofit Project on 1999 and 2000.

Revised 8/7/00

THURSDAYS (on The Bridge)

FRIDAYS (Boat Tour)

September 16

6 people

September 17

Cancelled

September 30

12 people

October 1

Cancelled

October 14

1 person

October 15

Cancelled

October 28

11 people

October 29

11 people

November 2 (Tuesday)

6 people

November 11

Changed to 11/12/99 after the boat tour

November 12*

11 people

November 18*

10 people

Tuesday November 23*

6 people

December 2

Cancelled

December 3

Cancelled

 

 

December 17*

9 people

January 14*

9 people

January 21*

Cancelled

February 4*

Cancelled

February 18*

8 people

March 3*

Cancelled

March 17*

Cancelled

March 31*

Cancelled

April 14*

7 people

April 28*

Cancelled

May 12*

Cancelled

May 26*

Cancelled

June 9*

Cancelled

June 23*

 13 people

July 7*

 4 people

July 21*

 2 people

August 4*

 Cancelled

* Boat tour and walk on the bridge in the same day.

Note: In the event of inclement weather conditions, the boat tour may be cancelled and visits to certain areas on the bridge may be curtailed.

THURSDAYS SITE VISIT ITINERARY

Richmond-San Rafael Retrofit Project

7:45 AM Meet at lobby at 111 Grand Avenue, Oakland, California 94612.

8:00 AM Board Caltrans shuttle.

8:30 AM Arrive maintenance/toll bridge office and observe the contractors access area.

9:15 AM Climb the upper chord and walk from pier 36 to pier 35 (the top).

10:00 AM Bent # 1, trestle approach from westbound.

10:15 AM Bent #1, trestle approach from eastbound.

10:30AM Pier # 19 walk along the lower deck, climb below lower deck.

11:00AM Pier 55, walk along the lower deck, climb bellow lower deck.

11:30AM Pier 61 walk along the lower deck, climb below lower deck.

12: 00 PM Back to 111 Grand Avenue, Oakland

Revised 10/23/99

FRIDAYS SITE VISIT ITINERARY

Richmond-San Rafael Retrofit Project

7:15 AM Meet at lobby at 111 Grand Avenue, Oakland, California 94612.

7:30 AM Board Caltrans shuttle bus and leave forward Richmond.

8:00 AM Arrive at Richmond Marina and take the boat (11 people capacity) to the bridge.

8:45AM Pier 47, access the fender system and view electrical substation location.

9:45AM Tour piers and trestle.

10:15 AM Return to the Richmond Marina.

11:00 AM Back to 111 Grand Avenue Oakland.

 

SITE VISIT ITINERARY (AFTER 12/03/99)

Richmond-San Rafael Retrofit Project

7:15 AM Meet at lobby at 111 Grand Avenue, Oakland, California 94612.

7:30 AM Board Caltrans shuttle bus and leave forward Richmond.

8:00 AM Arrive at Richmond Marina and take the boat (11 people capacity) to the bridge.

8:45AM Pier 47, access the fender system and view electrical substation location.

9:45AM Tour piers and trestle.

10:15 AM Arrive to the Richmond Marina.

10:45: AM Arrive maintenance/toll bridge office and observe the contractors access area.

11:15 AM Climb the upper chord and walk from pier 36 to pier 35 (the top).

11:45 AM Bent # 1, trestle approach from westbound.

12:00Noon Pier # 19 walk along the lower deck, climb below lower deck.

12:15PM Pier 55, walk along the lower deck, climb bellow lower deck .

12:30PM Pier 61 walk along the lower deck, climb below lower deck .

1: 00 PM Back to 111 Grand Avenue, Oakland 

 

ALL VISITORSMUST BRING THE FOLLOWING SAFETY EQUIPMENT FOR BOTH DAYS:

SAFETY RULES

* All the persons must sign the Release Responsibility Form before he or she may go on the visit site.

3) Are the plans and specs ready for the above subject project? If so what is the cost?

Yes, contract documents are available. To order plans and special provisions, please call the Plans and Bid Documents Information at (916) 654-4490 or (916) 654-4492 or go to http://troe.dot.ca.gov/Tango/OE_Data/ordertxt.html

4) Will As-builts from the original Richmond-San Rafael project be made available to the contractor ? If so how can we get a copy?

Copies of "As Built" plans and shop drawings for a number of previous contracts for the Richmond-San Rafael Bridge are available for purchase from Blue Print Services in Oakland, CA. Telephone number (510) 287-5485. There are approximately 2,400 sheets. "As-Built" plans and shop drawings are also available for review at the Toll Bridge Duty Senior's Office, 111 Grand Avenue, Oakland, Ca 94612, telephone: (510) 286-5549. Note: The State of California or its officers or agents shall not be responsible for the accuracy or completeness of these plans and drawings.

5) Do the 126", 150", and 162" diameter CISS Piles require inspection pipes?

No, the special provisions do not require inspection pipes for these cast-in-steel-shell piles 

6) Is there going to be a pre-bid or site meeting for this job. If so When?

We are not planning pre-bid meeting. However site visits will be conducted, if you are interested click site visit announcement for more information

7) Is it OK to videotape during tour?

Yes

8) Would it be possible for Caltrans to provide a list or index of the As-built plans of the previous contracts for the Richmond-San Rafael Bridge?

We have provided Blue Print Services with an index of the As-built plans. If you would like a copy, please request by E-mail to:

Duty_Senior_Tollbridge_District04@dot.ca.gov.

9) On plan TH-31 the spacing of the markers in the delineation pattern detail is 50'. However, on plans TH-10 and 28 and elsewhere the spacing is shown as 25'. Please clarify which is the correct spacing

TH-31 delineation pattern, spacing for markers scaled at 50 feet separation is the correct distance. Disregard the 25-foot separation distance on all other TH sheets.

10) Is there any special provision insurance requirements relative to contract 04-0438U4? Are the insurance requirements found in the 1992 Standard specifications the most current?

Contract special provisions written specifically for this contract and containing specific contract clauses are contemplated in the Special Provisions, contract 04-0438U4, Richmond-San Rafael retrofit project. Otherwise use the 1992 Standard Specifications.

To order plans and special provisions, please call the Plans and Bid Documents Information at (916) 654-4490 or (916) 654-4492 or go to http://troe.dot.ca.gov/Tango/OE_Data/ordertxt.html

11) Would you be able to provide the name, phone, fax, e-mail for the project engineer and project manager for the Richmond-San Rafael Bridge Project?

The Project Manager for the Richmond-San Rafael retrofit project 04-0438U4 is Ken Terpstra. However any inquiry during the advertisement period must be made to Duty Senior Toll Bridge. 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.

12) Is there a preliminary conceptual design for the temporary support and restraint system at piers 34, 35 47 and 48 that could be provided?

No conceptual design is available.

13) We wish to review the soil boring samples and rock cores for the substructure and superstructure retrofit projects. Please advise of name and phone number at available location to make arrangements.

The core and available remaining soil samples will be ready by October 18, 1999. The contact person is Kathleen Amaru, phone number (916) 227-7197. The core and soil samples will be located at 5900 Folsom Blvd., Sacramento

14) The type D Structural excavation is specified as a final pay item. This item appears as though it should be a measured pay quantity instead of final pay. Please change.

Type D Structural excavation work will remain as a final pay item. See section 10-1.33A. "Dredging," of the special provisions for additional information regarding this item.

 15) Is the north area of the east approach bridge and south of the Chevron access road available for contractor's use?

No. There is a temporary easement for the Access Road, see sheet 5 of 1142. Initially, the itinerary for the site visit described this area as "storage contractor's area." This has been corrected. 

 16) On Sheet 137 of 414 of the "Substructure Plans" in the Plan Piers - 38, 41, 46, 49, the toe of the dredged slope is shown to be 6' from the pile cap at the top of the Drawing and 14' from the pile cap at the bottom of the Drawing. Is this correct? If not, what is?

The distance to the toe of the dredged slope is shown correct and is different for the two sides to allow for the installation of the second pile cap without interference with the lap reinforcement that extends 4'-0" from each pile cap. The first pile cap shall therefore be installed where the toe of the dredged slope is 6' from the pile cap.

17) Existing foundation data from the original 1952 foundation report. How can a copy of this data be obtained?

This foundation report is part of the additional references indicated "as available for review" in the Special Provisions, Section 10.1.31 EXISTING HIGHWAY FACILITIES, page 122. There is a copy available for review at 111 Grand Avenue Oakland, California 94612. The Contractor may call the Construction Toll Bridge Duty Senior, telephone number (510) 286-5549 to reserve a copy.  

18) Referencing sheet 232 of 414 of the contract plans. Using elevations given for top of existing shafts and bottom of bells shown on other drawings, the core depths would indicate 82.5' for bent 30 and 76.5' for bent 44, but using the unbounded and bonded lengths noted on referenced sheet, core depths equate to 74.5' for bent 30 and 68.5' for bent 44. Which lengths are correct?

The lengths established using the elevations are correct (82.5' for pier 30 and 76.5' for pier 44).

19) It is unclear whether or not there are geotechnical borings required at the 66" CIDH Piling. Will there be a requirement for drilling at these pilings to determine the length of casing?

The contract plans and special provisions do not require test borings at the 66" piling. The lengths of casings are to be determined from bottom of steel casing elevation indicated in the contract plans.

20) In terms of the geotechnical drilling required at the large diameter CIDH and CISS piles at piers 36, 37, 38, 41, 42, 47, 48, and 49 -- to what depth will the borings extended?

As is noted on page 157 of the special provisions, for CIDH piling (at piers 37, 38, 41, 48, and 49), continuous rock cores shall be made from the specified bottom of steel shell elevation down to 30 feet below the specified bottom of steel shell elevation; for CISS piling (at piers 36, 42, and 47), continuous rock cores shall be made from the specified pile tip elevation down to 30 feet below the specified pile tip elevation.

21) On Sheet 133 of 414 of the "Substructure Plans" in the Cast-in-Drilled Hole Concrete Pile Elevation, there is a leader to the seismic sensor casing that refers to "Note 8" which does not exist. Is this supposed to be "Note 7"? If not, what is correct?

Yes, on plan sheet 133 to refer to "note 7" instead of "note 8" associated with the leader to the seismic sensor casing.

22) On sheet 259 of 1142 (Substructure Plan sheet 123), Piers 34 & 35 - Reinforcement Details-3, Section C-C, the 2-#5 vertical bundles show a dimension of 7'-9" (1'-6" for upper concrete cover). The overall dimension of this anchorage concrete cover is 5'-9" (5'-4 1/2" for upper concrete cover) as shown on sheet 256, Side Elevation. The 7'-9" dimension appears to be in error and the 1'-6" dimension appears to be too small. Please clarify if in error.

The correct dimensions for the #5 bundles shown on Substructure Plan sheet 123 of 414 in Section C-C is 5'-2" (instead of 7'-9") and 4'-9" (instead of 1'-6") for the upper concrete cover.

23) There are two shacks at piers 34 and 48 just below the lower deck. Is it the Contractor's responsibility to remove them?

Yes.

24) Is it the Contractor's responsibility to remove the ladders and handrail on the fenders at piers 33, 36, 46, and 49? If it is, under which bid item is this paid?

Yes, Plan sheet 572 of 1142 denotes the limits of fender removal. This item is paid for under Bridge Removal (Portion) (Fender) as noted on page 148 of the special provisions described as removing the entire timber fender system at piers 33, 36, 46, and 49.

25) Under which bid item is the removal of the superstructure lacing on the truss members paid?

Removal of superstructure lacing is to be paid under "ERECT STRUCTURAL STEEL (BRIDGE) (SUPERSTRUCTURE)"..

26) Does the temporary bracing of the existing members on plans 197 of 414 and plans 334 and 336 of 503 pay with the temporary bracing items or the rivet removal items?

Temporary bracing noted on plan sheet 197 of 414 is to be paid under "ERECT STRUCTURAL STEEL (BRIDGE) (SUBSTRUCTURE." Temporary bracing noted on plan sheets 334 and 336 of 503 is to be paid under "ERECT STRUCTURAL STEEL (BRIDGE) (SUPERSTRUCTURE)."

27) Indicate under which Bid items the following activities should be included

SUPERSTRUCTURE STEEL REMOVAL

Drawing No.

Location

Description

Bid Item

221,330,331

289' Spans

19-33, 36-46, 49-61

Lower Floor Beam Retrofit

189 & 190

221,333

289' Spans

19-33, 36-46, 49-61

Upper Floor Beam Retrofit

189 & 190

305

289' Spans

30, 44

Upper Deck Stringer/Retro

189 & 190

329, 293, 458

289' Spans

19-33, 30-46, 49-61

Lower Lateral Brace/Retro

189 & 190

343-365

Main Spans

33-36, 46-49

Lower Cords/Diag./Portal C Retro

189 & 190

370-374

Main Spans

33-36, 46-49

Sway Brace Retro

189 & 190

387-409

Main Spans

33-36, 46-49

Lower Lateral Bracing Retro

189 & 190

414-417

Main Spans

33-38,-46-49

Lower Floor Beam Retrofit

189 & 190

418-419

Main Spans

33-38,-46-49

Upper Floor Beam Retrofit

189 & 190

28) Reference plan sheets 333 through 336 of 1142. The new cover plates on the existing steel bent legs appear to interfere with the existing gusset plates that connect the horizontal struts and diagonal members. Are the cover plates to terminate at the bottom of the gusset plate and continue above the gusset plates, or are they to go on top of the gusset plates?

The portion of existing gusset plates shall be removed before installing the new cover plates. There is no interference between existing gusset plates and new cover plates.

29) Substructure specification for micropiles requires that bedrock sockets be drilled under slurry (presumably by rotary methods) and then over-reamed if necessary. Superstructure specification for micropiles also allows the use of percussion methods to drill bedrock sockets. Will percussion drilling be allowed for drilling substructure rock sockets? If percussion drilling is allowed in either substructure or superstructure rock sockets, can the slurry requirement be eliminated?

Percussion drilling will be allowed for rock sockets but not for advancing permanent steel casings into bedrock. The slurry requirements in the specifications cannot be eliminated.

30) Will an adjustment length for superstructure micropiles be added by amendment?

Superstructure micropiling specifications are acceptable as written. Follow the requirements for superstructure micropiling as shown on plans and special provisions.

31) We would like to obtain a full-size plan sheet 540 of 1142 "Log of test boring 16 of 26", approval dated 7/19/99. Please advise us to how to obtain a full size print

Please call to Caltrans Reprographics at (916) 654-5019.

32) Concerning hazardous material disposal liability; please add a statement to clarify that the contractor will have no responsibility for the long-term liability of pre-existing hazardous material.

Special Provisions, Page 52, sub-heading PERMITS AND LICENSES will remain as it is. The State is the generator of the material and will be obtaining the identification numbers as such; the contractor will not be responsible for pre-existing conditions. However, the contractor is responsible for any liability resulting from his/her operations in the handling of this material.

33) Superstructure sheet number 650, Foundation Plan No. 7, indicates the micro pile size as 8.625X0.5. Plan sheet 738, Micro Pile Details, shows the pile dimension as 8X0.5. Please clarify.

On sheet 650, the 8.625X0.5 inch micro pile size specifies the outer diameter (O.D.) of the pipe. On sheet 738, the 8X0.5 inch micro pile size is the nominal pipe size with the actual outer diameter as 8.625 inches. Therefore, the 8X0.5 nominal size pipe is the same as 8.625 (O.D.) X 0.5-inch pipe in size and thickness.

34) What level of accuracy was used to axially align the original H-pile templates? An axial misalignment of the original template of about one to seven degrees (depending on bell size) means each micropile in that bell will likely intersect an H-pile location.

For the two-bell pier foundation at truss spans and west approach, a steel spreader truss was used to fix the distance and orientation of the H-pile templates. After the first template had been installed the second template was lowered down with the spreader truss attached hanging slightly below the horizontal position. When the second template was within a few feet of the bottom, divers engaged the spreader truss to the first template. When the second template was lowered the remaining distance, it automatically was set in correct relationship to the first template. The spreader truss was connected to the H-pile templates by placing 2" diameter pins through 2-1/16" holes. This arrangement restricted the rotation of the templates. A sketch of the spreader truss is shown on plan sheet 175 of 1142.

35) Reference sheet 756 of 1142. Should Pier 75 be included in Note 1?

Yes, pier 75 should be included in note 1.

36) Requesting a copy of the existing plans for the access platform currently placed on the Richmond San Rafael Bridge. The access platform has an identification mark " 01 TW-04". The platform was mounted on the side of a 289-ft truss span

The as-built can be found under contract # 01402 and are titled "Truss Web Scaffolds" or "Painter Scaffolds." Copies of "As-Built" plans and shop drawings for contract # 01402 and a number of other contracts for the Richmond-San Rafael Bridge are available for purchase from Blue Print Services in Oakland, CA., telephone number (510) 287-5485. There are approximately 2,400 sheets. "As-Built" plans and shop drawings are also available for review at the Toll Bridge Duty Senior's Office, 111 Grand Avenue, Oakland, Ca 94612, telephone: (510) 286-5549. There is microfilm for this access platform available for review at 111 Grand Avenue, Oakland California 94612. The contractor may call the Toll Bridge Duty Senior, telephone number (510) 286-5549 to make an appointment for review at least 24 hours in advance. Note: The State of California or its officers or agents shall not be responsible for the accuracy or completeness of these plans and drawings.

37) Will the contractor be permitted to use existing utilities toward the performance of the contract?

No.

38) With reference to the Standard Plans and Specifications dated July 1992. How to obtain one copy?

Copies of the July 1992 Standard Plans and Specification are available upon request in writing from the Toll Bridge Duty Senior. Email your company name, address, telephone number and contact person to duty_senior_tollbridge_district04@dot.ca.gov. If you do not have email access, please fax the appropriate information to Toll Bridge Duty Senior at (510) 286-4563.

39) Please let us know how to acquire a copy of the Conceptual Storm Water Pollution Prevention Plan.

Copies of the CSWPPP for the Richmond-San Rafael Bridge are available for purchase from Blue Print Services in Oakland, CA. Telephone number (510) 287-5485. Also, they are available for review at the Office of the Toll Bridge Duty Senior at District 04, 111 Grand Avenue, Oakland, Ca 94612, telephone: (510) 286-5549.

40) I have found in the "Permits and Authorizations" section of the bid package (Page 5, #20, 21, 22 etc.) there seems to be a requirement for an "Eelgrass survey" pre and post construction, however I cannot find that requirement called out in the Plans and Specs. Are the eelgrass surveys a part of this project, if so where is it called out? OR, are the pre and post Eelgrass surveys going to be contracted on a separate contract, if so who can I contact about that?

The eelgrass survey is not part of this construction contract; it will be performed under a separate contract. The time frame for the execution of the eelgrass survey and the method of contracting has not been determined at this time.

41) Caltrans is providing payment for micropile steel pipe reinforcement material and fabrication costs that may be required as a result of bedrock elevations that are lower than calculated. The need for longer steel pipe reinforcements will only be known after rock sockets are drilled for each pile. Consequently, there may be considerable delay and equipment/personnel inefficiency while the modifications are made as well as additional rock socket drilling costs, additional permanent steel casing costs, etc. Will Caltrans allow payment for these costs as well?

It will not be necessary to drill rock sockets beyond that required to satisfy embedment requirements. Please refer to special provisions section "Micropiling" starting on pages 175 and 269. Splicing additional lengths of permanent steel casing and steel pipe reinforcing and adding shear rings beyond the requirements in the contract plans and special provisions will be paid for as extra work. Attention is directed to the Materials Information in Section 10-1.31 "Existing Highway Facilities," for existing pile driving records, which shall be used to generate bedrock contours for the Truss and West Approach foundations, or may be used to estimate variations in the bedrock elevations for the East Approach foundations.

42) The Contractor can control the location of the first micropile installed at each pier and design his platform/reaction system accordingly. Will Caltrans consider the design and utility of the drill/reaction platform when selecting the second micro pile for its 'random' test or must the drill platform and reaction system be designed to facilitate a test load from any direction? This is of special concern for the piers with proof test loads in excess of 1000 kip.

The Contractor's proof load test frame system shall be capable of testing any micropile being installed at each pier. 

 43) Why does Caltrans place the ultimate burden of rock socket length on the Contractor? It seems unreasonable for the Contractor to have to assume this risk at bid time, especially when Caltrans' Consultants have taken great care and used all available data to predict rock socket lengths prior to bid day. Does Caltrans feel the Contractor is better suited than its Consultants to evaluate this data and make these determinations at bid time?

Bid the contract according to the plans and specifications.

44) Will Caltrans provide preliminary approval of the Micropile working drawing submittal and follow up with specific approval for individual pier locations as test borings are completed and specific pier details are finalized? Alternately, will Caltrans only consider the entire micropile working drawing submittal for approval after all test borings have been completed and pier details finalized? This has a significant impact on when micropile installation can begin.

Caltrans will not provide preliminary approval of the micropile working drawings submittal. However, the Contractor may submit log of test borings for approval for each set of test borings within a micropile Control Zone. This will enable the Contractor to complete the micropile design at these piers. The Contractor may then submit working drawings for approval for the micropiles contained within this micropile control zone.

45) The removal of the existing seal course concrete and replacement of the same is shown on drawing sheet 1050 and elsewhere. What payment provisions are to apply to this work?

For removal provisions, refer to Section 10-1B.02A, "Bridge Removal Portion." For seal course concrete provisions refer to Section 10-1B.08, "Concrete Structures."

46) Reference plan sheet 611 of 1142. The typical section - Precast concrete deck reads - "L1"sta 268+15.77 through 286+33.80. Is this correct? It seems as though it should be sta 286+15.77 through 286+33.80.

The correct stationing is "L1" Sta. 286+15.77 through 286+33.80.

47) Reference plan sheet 662 of 1142. The table -Precast Concrete Girder Dimension for Line "U1"- does not list span 25 or 26. Please show this information.

Values for spans 25& 26 are identical to span 29 in the table.

48) Reference plan sheets 748 and 749 of 1142. The distance from the centerline of piers to the outside corner of the precast panel is given as 3'-5". We have assumed that this dimension is applicable for use with panels surrounding the existing shaft above the haunches, but not the panels surrounding the haunches. Please provide comparable dimensions for the haunch panels if it is to differ.

For dimensions of precast jacket panel for the haunches please refer to "Section C-C" on "Shaft Retrofit Details No. 5," plan sheet 752 of 1142. The sizes of the precast jacket panel at the haunch area will be 8 inches larger than the shaft. For examples, the dimension of 3'-5" will be 4'-1". The radius R will be 8" larger and the dimensions of 4'-8" and 5'-5" will be 5'-4" and 6'-1" respectively.

49) Reference pay item 72. What is the definition of "Type D" Structural Excavation?

"Type D" excavation is excavation where ground water or surface water is expected to be encountered but seal course concrete is not shown or specified.

50) Plan sheet 610 of 1142 indicates steel shaft casings for piers 71-77. The precast jacket panel table on sheet 754 of 1142 indicates precast panel shaft casings to be used for piers 75-77. Please clarify this discrepancy. Also, please review the bid item quantities, which may be affected.

The "B-2" "steel shaft casings" callout for Piers 71-77 on sheet 610 of 1142 is an accurate callout. The Precast Jacket Panel Schedule table on sheet 754 of 1142 indicates a "partial" precast panel shaft casing for Piers 75-77. Dimension "D" in the table is stated as N/A for Piers 75-77. This dimension refers to a section of the shaft that is to receive a steel shaft casing as indicated on sheet 759 of 1142.

51) In the Top Gusset Plates detail at LA3 on sheet 389 of 503, a 5/8"x 17"x 3'-1/2" gusset is shown over a 3/4" cover plate and over a 5/8" existing gusset. The gusset note further states that a spacer plate is required and points to the hatched area where the gusset plate is above the cover plate. Since the cover plate is thicker than the existing gusset, however, it would seem that the area not hatched would be the area requiring a filler plate. This situation also occurs for the lower LA3/chord connection, as well as both the upper and the lower LA4/BA4, upper LA4/chord, and upper LA5/BA5 connection points on sheet 389, and the upper LO/chord and upper LA1/BA1 connections on sheet 394 of 503. Please clarify where the spacer plate for these connections should be.

Spacer plate is required between the existing and new gusset plate at LA3 and BA4 both top and bottom gusset plates; LA4, LO and BA1 top gusset plate only. The BA5 top gusset plate does not require spacer plate.

52) Reference sheet 754 of 1142. The plan view on the subject sheet as related to the A & B dimensions and the thickness for the existing concrete diaphragms are not consistent with the detail plan views on sheet 755 and 756. The existing concrete diaphragm shown on sheet 754 is offset from the centerline of the pier, and the plan views on sheets 755 and 756 show an existing concrete diaphragm symmetrical about the centerline of the pier. Please clarify with a drawing showing the relative offsets.

The plan view on sheet 754 of 1142 shows half plan below and above the diaphragm. There is no offset. The jacket is symmetrical about centerline of pier. 

53) Reference plan sheets 792 through 794 of 1142. The bridge removal detailed on these drawings is not designated to a location (A, B, C, D, or E). Please designate the location these removals are associated with.

Please refer to special provisions Section 10-1B.02A, "Bridge Removal (Portion)." The first sentence of paragraph 1 under "Location E" states "Bridge removal (portion) shall include removal of concrete and steel members at the two plate girder span approaches."

54) Table 1 on plan sheet 971 lists the cover plate for the LA6-BA7 member as 1" thick. Plan sheet 975 "Lower Lateral Connection LA6-BA7 (bottom gusset plates looking up)" gives it as 1 5/8" thick. Please specify thickness of the LA6-BA7 member cover plate.

The cover plate thickness for LA6-BA7 is 1" thick.

55) All the members (except LA7-BA8 and LA11-BA12) in Table 1 on plan sheet 971 have specific details (sheets 974 to 978) showing splice plates connecting the new cover plates to existing gussets. The LA7-BA8 member detail on sheet 976 only shows bolt replacements. There is no detail for member LA11-BA12. Please confirm that members LA7-BA8 and LA11-BA12 do not require splice plates to connect to existing gussets.

LA7-BA8 is correct as shown.

56) We have located substructure pier as-built dimensions from the original bridge drawings for piers 20-26. Are as-built dimensions detailed for piers 27-60 on the original drawings, and if so, what drawing numbers are they on?

The As-Built (column and diaphragm) dimensions can be located on the following sheets:

Supplemental Working Drawings, Richmond San Rafael Bridge Substructure 289 ft spans, Anchor bolt plan:

Piers 19 to 26 Incl. Sheet S-2, As-Built revision date 12-56 (Piers 20-26).

Piers 27 to 33 Incl. Sheet S-3, As-Built revision date 12-56 (Piers 27-33).

Piers 34 and 35 Sheet S-4, As-Built revision date 12-56 (Piers 34 & 35).

Piers 36 to 46 Incl. Sheet S-5, As-Built revision date 12-56 (Piers 36-46).

Piers 47 and 48 Sheet S-6, As-Built revision date 12-56 (Piers 47 & 48).

Piers 49 to 61 Incl. Sheet S-7, As-Built revision date 12-56 (Piers 49-61).

57) Reference special provisions Section 5-1.24, "Payments." Section 9-1.06, Partial Payments, appears to handicap any fabricator outside of California by disallowing partial payments for structural steel (plate) received at shop for fabrication and for finished fabricated steelwork and column restrainer brackets not delivered to a California location. Please note that in addition to disallowing partial payments a surcharge for testing in our shop will be required factored by a distance from the Bay Area and the weight under consideration. Please review these issues and advise what can be done to change these requirements.

There are no provisions in this contract to allow partial payments for steel plate neither received at shop for fabrication nor furnished fabricated steelwork not delivered to an acceptable location within California. Please bid contract according to specifications as written.

58) There is a conflict between plan sheet number 768 and 823 regarding the number of stud connectors to install. Using the space indicated on sheet 823, there are 42 studs per pier. Using the drawing on sheet 768, there are 36 studs per pier. Which is correct?

There is no conflict - 42 studs per pier are correct. Both sheets refer to see "Detail 4" on "End Diaphragm Retrofit Details No. 13" sheet showing typical stud spacing along a row @ 1'-3" O.C. Note that 1'-7" typical spacing shown on sheet 768 refers to end bolt spacing from girder centerline.

59) In the Special Provisions, page 212 and 336, it refers all structural steel plates, shapes and bars as conforming to ASTM: A 709/A 709M, Grade 50, unless otherwise noted. Page 210 and 334 refers structural steel to conform to A709, Grade 36. Which is correct?

All Superstructure Structural Steel plates, shapes, and bars shall conform to ASTM A 709/A 709M Grade 50 unless otherwise noted on the plans or specifications. For additional information on steel grades for Superstructure structural steel components see note 5. "Structural Steel" on sheet 591 of 1142 "General Notes."

60) Reference plan sheet 555. Section A-A shows a precast bumper seat. However sheet 566, Section D-D, shows a cast in place bumper seat. Which is correct?

Sheet 555 of 1142 represents piers 34 & 35 and is shown correctly with a precast seat on one side and a cast in place seat on another to support bumper. Section D-D on sheet 566 represents piers 47 & 48.

61) Special provision Section 10-1A.11, "Concrete Fenders," paragraph 4, indicate both precast and cast in place bumper seats. However, the bid item schedule has an item for only precast. Where are the casts in place bumper seats paid?

Cast in place bumper seats are paid for under bid item 96, Structural Concrete, Fender (Substructure).

62) View G-G and Section E-E on sheet number 1047 show a 1"x 6 1/2" x 6'-0 3/4" bolting plate under the W14X398 beam. View F-F on sheet number 1047 and Section A-A on sheet number 1042 show a 1 5/8" gusset, for attaching W14X211 diagonal beams, under the W14X398 beam. Please identify type of bolting plate required under W14X398 beam at hanger support type "B" for type 2 lock-up beam assembly.

All Superstructure Structural Steel plates, shapes, and bars shall conform to ASTM A 709/A 709M Grade 50 unless otherwise noted on the plans or specifications. For type 2 lock-up beam at hanger support type "B", there will be a 1 5/8" bottom gusset plate between the bottom of the W14x398 and the 1"x1'-6 1/2"x6'-0 3/4" bolting plate. See Addendum # 4.

63) Section A-A on sheet number 1044 shows a W14 beam with a 1 1/8" x 88" x 8'-11 1/4" gusset under it and a built-up section under that. The Section C-C enlarged view does not show the gusset under the beam. Is the 5 3/8" (3/4"+3 7/8"+3/4") dimension given in Section C-C still valid with the inclusion of the 1 1/8" gusset?

Note: The gusset plate should be under the beam for dimension between W14x109 and 14WFx84. See section A-A of sheet 1044.

64) In Special Provisions, Section 10-1A.14 Precast Concrete Jacket Assembly (Substructure), the cored holes will be measured and paid for by the linear foot, i.e., separately from the Precast Jackets. In Section 10-1B.14 Precast Jackets (Superstructure) the cored holes are incidental to the jacket items. In the interest of consistency and clarity, we suggest all cored holes be paid for by the linear foot.

Bid in accordance with the contract plans and special provisions.

65) The bid quantity for item 46, Survey Monuments, indicates 195 ea. Drawing C-6, Construction Details, shows 9 piers with 4 monuments and pie 78 with 2 monuments which total 192 monuments. Where are the 3 remaining monuments located?

The bid quantity for Survey Monument was rounded up to the nearest multiple of 5.

66) Can the portable changeable message signs located on the inside and/or outside shoulders on drawings TH-29, TH-30, C5-1, and C5-2 remain in place on the shoulders?

The portable changeable message signs cannot be stored on the shoulder unless they are protected by temporary railing (Type K), per the Special Provisions, Section 5-1.10 Public Safety, (3) Storage Areas (page 26).

67) Due to the size (approximately 12 ' wide) of the portable changeable message signs, they will not fit in the locations shown on the Westbound inside shoulder of drawing C5-2. Please clarify these two locations.

The exact locations of the portable changeable message signs will be determined by the Engineer. If there is not adequate space on the inside shoulder, the signs will be placed at a different location.

68) In the Special Provisions you state that air samples will only be analyzed for lead and that soil samples will only be analyzed for total lead, chromium and zinc. Are these the only analyses that are to be run on all of the samples?

The special provisions state that the Contractor shall perform monitoring of the ambient air in and around the work area...to verify the effectiveness of the containment program. The containment program, that is submitted to the Engineer,...shall include provisions for ...worker safety. Air samples shall be collected and analyzed in accordance with National Institute for Occupational Health (NIOSH) methods. Air samples for lead are to be analyzed using test NIOSH method 7082. Air samples for other metals shall be analyzed using NIOSH method 7300.

Soil samples shall be analyzed for total lead, chromium and zinc in accordance with method 3050. There shall be no increase in the concentrations of heavy metals in the soil in the area affected when the existing paint system is disturbed.

The constituents of concern found at the project sites are lead and hydrocarbons. Per Special Provisions, Section 5-1.44 Contaminated and Hazardous Material, General, Sampling and Analysis (page 52), "The Contractor shall test the material to be excavated at his own expense for any additional acceptance requirements put forth by the disposal facility."

69) In the Safety and Health Provisions (pages 145 and 237) you state that the compliance programs need to be written and that they shall be reviewed by a CIH. Do you consider the provisions of this section to fall under Work Area Monitoring?

Yes. The compliance program and review by a Certified Industrial Hygienist is part of work area monitoring.

70) Can the monuments and survey work be performed prior to installation of the precast jackets and steel framing work?

Installation of the survey monuments must be performed so that no retrofit construction elements will encumber the survey monuments for access and use of standard field surveying equipment.

71) What is the purpose of the 195 survey monuments?

The survey monuments are being installed to the provide the State with horizontal and vertical control on the bridge for future land surveying operations.

72) SP 10-1.28, Temporary Traffic Screen, specifies the type and vendors for the glare screen have a blade height of 18", 24", or 30". Please clarify which blade height is to be used in this project.

Per Standard Plan T4, "Temporary Traffic Screen", the blade height to use is 24 inches.

73) When the K-rail is reset on the new trestle girders, does it have to be anchored to the deck similar to Detail A on plan 627 of 1142?

Per Detail A on Sheet Number 627 of 1142, the temporary railing (Type K) shall be anchored when it is placed within 2 feet of the exposed edge of deck.

74) In looking through the plans and special provisions, we cannot determine if the rebar is epoxy coated in the following precast items-Bid items 100, 102, 104, 106, 108, 110, 112, 114, & 116. Please advise.

For determination of epoxy coated rebar locations for bid items, refer to the note in "General Notes" under "Materials, Reinforced Concrete, New" on sheet 140 of 1142. "Except for bar reinforcement in precast concrete assemblies and CIDH piling, all bar reinforcement and steel reinforcing dowels shall be epoxy coated."

Note: However, Items 100 and 102 are intended to include epoxy-coated reinforcement.

75) The "As-Built" drawings show pile penetrations through the bell footings at pier 47 (Reference Plate 03FR-22). Are drawings with similar information available for piers 37, 38, 41, 48, and 49? If so, where can they be viewed?

Similar drawings for all piers exist. These drawings are part of the as-built drawings and are available for review at 111 Grand Avenue, Oakland California.

76) We find no clear provision as to how the new structural concrete shown on plan sheets 1033 through 1036 is paid and what bid item it is to be paid under. The Seismic isolation bearings, specification 10-1B.24, in particular, do not address this work in the measurement and payment section of the specification. Please clarify the payment provisions for this new structural concrete.

The structural concrete shown on plan sheets 1033 to 1036 is paid under Structural Concrete, Bridge (Superstructure). For typical limits of structural concrete refer to sheet 616 of 1142.

77) Our quantity survey for pay item 95-Structural Concrete, Bridge (Substructure), appears to be 13 to 14 percent higher than the present bid document value. We believe this to be a significant enough difference to request review of your values for the item. There are several large elements in the work covered by the subject item, any one of which, if left out of your summaries, may be sufficient to account for the difference.

Bid in accordance with the contract plans and special provisions.

78) There is no table for vertical spacing of High Strength bars for the securing of precast panels to piers 62 and above, similar to the table on sheet 753 for piers "A" through 18. Please provide this data.

The vertical spacing of the High Strength Bars for securing the precast panels at Piers 62 and above is noted within the details on sheets 755, 756, and 757 of 1142. See Sections F-F, G-G, H-H, and I-I on sheets 755 and 756. For distance from the top of footing or grade beam overlay, sees detail 8, sheet 757.

79) We refer to the transcript dated July 12, 1999, of the Contractors Information Session held in Oakland. On page 14 of the transcript, the response to a question regarding conflicts between existing "H" piles and new 14-inch core holes was; "If there should be an errant "H" pile and your coring equipment encounters it, that will be a changed condition.

In the Measurement & Payment terms on Page 181 of the special provisions it says in part, "Full compensation for locating existing radially battered piles and making adjustments to the installation of ... to avoid conflict... shall be considered as included in the contract prices..."

Therefore, we have a situation where an "H"pile may be out of location (errant) above the elevation of underside of existing concrete footing and is a changed condition. If it is out of location below the elevation of underside of existing concrete footing it is the responsibility of the contractor and costs for adjustments will be to his account.

It seems logical and consistent to consider all errant "H" piles, at any elevation or location, as a changed condition. Please clarify.

The intent of the provision referenced on page 181 of the special provisions is to make the Contractor responsible for identifying potential conflicts with the existing H-piles prior to the fabrication and installation of the precast concrete pile caps, 14-inch pipe piles and steel shells. The sequence of construction operations makes it imperative that conflicts be identified prior to fabrication and installation of the precast concrete pile caps.

The as-built plans indicate that the apparent minimum clearance between a batter H-pile and the large diameter steel shells is approximately 2.5 feet for the 4-bell piers and 6.2 feet for the 2-bell piers. At the 2-bell piers the as-built plans indicate that the clear distance between a batter H-pile and the 14-inch hold-down pipe pile varies from approximately 1.3 feet to 3.9 feet.

80) Reference Bid Inquiry Response # 29. "Percussion drilling will not be allowed for drilling substructure rock sockets."

Percussion drilling usually refers to air activated down-the-hole hammers. Do you include any other systems in the "percussion drilling" that will not be allowed?

Will percussion drilling be allowed on the rock sockets on the superstructure piles? The specifications state "Equipment and methods used for constructing the bedrock socket shall not cause quick soil conditions or cause scouring or caving around or below the bedrock socket.

The substructure portion of the specifications only disallows percussion drilling to advance the permanent steel casing into bedrock. The superstructure specifications do not exclude percussion drilling for drilling rock sockets. In both cases the slurry requirements cannot be eliminated.

81) Reference steps 16-18 of the Two-Leg Steel Tower Retrofit from the Feasibility Assessment Drawings. In steps 16 and 17, the existing tower is temporarily braced, existing bracing members are removed, intermediate ties are installed, and finally the temporary bracing is removed. Then in step 18, the existing tower strengthening plates are installed. Sheet 338 of 1142 shows the existing gusset to which the intermediate tie attaches to be removed and relocated to the outer face of the new cover plate (Type 4). How can the tower strengthening be performed after the intermediate tie connection is made? This conflict occurs on bents 26, 50, and 51.

We agree with the identified conflict on the Feasibility Assessment Drawings for Piers 26, 50, and 51. The Feasibility Assessment Drawings illustrate an anticipated erection procedure for typical towers that may not be applicable for all locations. The Contractor must devise an individual and particular construction concept that will satisfy all requirements of the Contract.

82) Reference plan sheet 246 of 503, details showing new 1" cover plate and vertical restrainer rod at the top of the column casing at the typical upper deck bearing retrofit details. This typical detail calls for a vertical restrainer rod, which goes through the 1" cover plate. If the cover plate is erected first, the double nutted rod is impossible to install. If the rod is erected first, the cover plate is impossible to install. There might be a need for a hand hole in the side of the casing. Please advise.

The sequence of installing the vertical restrainer may proceed with the following alternative:

Bring the rods and cover plate in place, install the double nuts on the rods, then bring in the column casing and weld between the cover plate and column casing. This means that the cover plate has to be in place when you are going to install the restrainer rods.

83) Reference sheet 831, "Upper Deck Bearing Retrofit Details No. 2." We are concerned the design of the column cover cap does not allow attachment of the new restrainers. There is very little distance between the column casing and the bottom of the girder. Attachment of the rods to the lower bracket, and then threading the rods through the cap when it is being placed atop the casing would be very difficult. Please explain a method to attach the rods to the bottom restrainer bracket.

The sequence of installing the vertical restrainer may proceed with the following alternative:

Bring the rods and cover plate in place, install the double nuts on the rods, then bring in the column casing and weld between the cover plate and column casing. This means that the cover plate has to be in place when you are going to install the restrainer rods.

84) Is it required that the precast workers be paid prevailing wages?

If a precast concrete manufacturer's employees will be manufacturing precast concrete girders for supply to a project and that manufacturing site is not set up specifically for this project, AND that manufacturing site is not located at the construction site, AND the manufacturer/supplier of the precast concrete is not a listed and licensed contractor nor a subcontractor on the project, then the manufacturing and supply portion of this precast work is not covered under prevailing rate laws and is therefore not covered work.

If the precast work is done at the construction site, or if the employees of the precast concrete commercial manufacturer/supplier participate in the actual installation of the finished product at the construction site, then the employees of the precast concrete manufacturer/supplier must be paid prevailing wages.

85) Are the 14" fender piles closed tip or open tip?

They are closed tip. All piles are concrete filled. Also refer to note 5 on Sheet 564 of 1142 regarding reference to pile tip detail.

86) The existing sides and bottoms of the bent caps, bridge soffit and the precast bridge girders at the Approach Trestle have been painted. Has this paint been analyzed for lead, chromium and zinc? We have independently determined that it is lead based. This creates considerable additional abatement costs in disposing of the concrete and precast members that all contractors need to be aware of.

The trestle has been painted with an acrylic emulsion aluminum leaf water based paint and chlorinated rubber aluminum leaf paint. Steel portions of the trestle, including the two exterior barrier rails, the steel utility trays at the base of the steel barriers, and the center steel barriers have been panted with lead-based paints. Some small quantities of this paint are present on the exterior surfaces of the stringers and concrete bents underneath the steel barriers, and on the concrete deck area adjacent to the utility trays.

87) Is the portion of the bridge in Contra Costa County in the jurisdiction of the City of Richmond or in Contra Costa County?

Both the City of Richmond and Contra Costa County.

88) Is the portion of the bridge in Marin county in the jurisdiction of the City of San Rafael or in Marin County?

Marin County.

89) We request that the TIME OF COMPLETION be revised to 1,550 days.

The time of completion is 1450 days per Addendum 2.

90) With reference to your response to "Contractor’s Inquiry" question #15, you have stated that the 3+ acres of property between the East Approach Bridge and the Chevron access road is unavailable for contractor’s use. We have approached Chevron to lease this property, but they have told us that this property is unavailable because Caltrans has already leased it. Please reconsider making at least a portion of this property available to the contractor. This is the only substantial piece of property available that is near the bridge. Contractors will have significant cost in their bids to lease a comparable piece of property off site, bus their work force to and from the site and double handle material and equipment from a remote storage yard.

Caltrans has leased the area adjoining the state right-of-way at the Richmond end of the bridge for the use of the State's construction personnel. The use of any portion of this leased area by the Contractor will be at the discretion, and with the written approval, of the Engineer. The areas available for the Contractor's access and use are marked on the project plans.

91) Has Caltrans purchased and/or leased property from Chevron, which adjoins the R-O-W on the Richmond, California end of the project? If in fact this purchase or lease property left of Station 455+00 to approximately Station 462+50 is under Caltrans control, will any portion of that property be made available to Contractors for use as a staging or storage area while working on the seismic retrofit project.

Caltrans has leased the area adjoining the state right-of-way at the Richmond end of the bridge for the use of the State's construction personnel. The use of any portion of this leased area by the Contractor will be at the discretion, and with the written approval, of the Engineer. The areas available for the Contractor's access and use are marked on the project plans.

92) We are interested in Special Inspections for this project. Is there going to be any? If so, What will they be? Do we need to be on any Caltrans list?

Currently, it is anticipated that all construction inspection activities will be performed by Caltrans personnel.

93) Where existing footings have seal course concrete, are the bottoms of footing elevations given on the plans the bottom of the seal course or the bottom of the footing structural concrete?

At piers 62 to 65, the bottoms of footing elevations given on the plans are the bottoms of seal course elevations. At piers 75 to 77 and 72R to 77R, the elevations shown on the plans are the bottom of reinforced footing elevations. See Addendum 2.

94) See "Lower Chord LA4-LA6 Retrofit Details 2," sheet 928 of 1142. Section A-A shows a 2 1/2" X 19" cover plate. See "Main Spans Cover Plate Splice Details," sheet 923 of 1142. Table "A" does not show a cover plate with the above dimensions. Please provide assistance in clarifying the number of H.S. bolts required for a splice

Minimum number of 1" diameter H.S. bolts per side of splice plate shall be 22 for a 2 1/2" X 19" cover plate. See addendum 2.

95) In the Special Provisions - Section 10-1B.05 "Piling"; on the top of page 254, the second paragraph states: "The use of followers or underwater hammers for driving permanent or temporary steel casing will be permitted when authorized in writing by the Engineer. When a follower or underwater hammer is used, its efficiency shall be verified by furnishing the first casing, and every tenth casing driven, sufficiently long and driving said casings without the use of a follower or underwater hammer." Does this mean that you want the first, tenth, and twentieth of the large diameter piles 60' +/- longer to verify the efficiency of the system? If so, does this not defeat the purpose for using a follower or underwater hammer? Why is the efficiency of the driving so important given that you are not concerned with the bearing capacity of the piling?

The use of followers or underwater hammers for driving permanent or temporary steel casing will be permitted when authorized in writing by the Engineer. See addendum 2.

96) On Sheet 38 of 414 of the "Substructure Plans" in the "Pile Data Micro Piles" Table, the Control Zone for Pier 6 -- North Bell is "A" and the Control Zone for Pier 6 -- South Bell is "B.' Is this correct? If not, what is?

The Control Zone for Pier 6-North Bell is "B" per addendum 2.

97) Reference plan sheet 739 of 1142. Is the new concrete shown on this page to be paid for under item 158 or 159?

This concrete is paid under item 158. Refer to "Structure Plan No. 31" plan sheet for limits of payment types.

98) Are there any categories of work to be paid under the structural concrete item 159 other than the categories listed below?

Bent Cap Shell In-fill

Diaphragm Extensions between pier shafts

Lower Deck shear Keys

Spandrel Beam Retrofit and replacements

Bid item 159 categories include:

-Bent Cap Shell in-fill

-Diaphragm Extension between pier shafts

-Lower Deck Shear Keys

-Spandrel Beam Retrofit and replacements

-Top of Pier Modification @ Piers 19, 55, 57-61

-Precast Bearing Seats at Concrete Trestle, shown on sheet 659 of 1142

99) What is the payment provision for the Precast Bearing Seats at Bents U1, U29, L1, and L37 shown on sheet 659?

Refer to page 278 of special provisions Section 10-1B.08 "Concrete Structures" subsection "Measurement and Payment."

100) Is the 3"coring for the column restrainer brackets HS rods paid for under Bid item 118 or Bid item 127?

The 3" cored holes for the vertical shaft high strength bars shown on sheets 209 through 222 of 1142, "Column Restrainer Bracket Details 1-14," are paid under Bid item 118 "Core Concrete 3"(Substructure)."

101) Special Provisions, page 154: "the barge lighting shall be elevated to match the mean sea level elevation of the existing fender lighting and shall have the same intensity and rated visibility range." Given that the barge goes up and down with the tide level, do you want the elevation of the high relative to the barge (current tide level) to be constantly adjusted to match the existing elevation of the existing fender lights? If so, what is the tolerance for the difference in elevation? If not, does the minimum elevation of the barge-mounted light have to be equal to or greater than the existing elevation of the existing fender lights?

The barge lighting shall be located at the same height above water as the permanent lighting is above Mean Sea Level, during slack tide. The lighting elevation on the barge does not have to be adjusted to tidal conditions.

102) Please clarify the column and shaft casing measurement and payment paragraph. Are the stiffeners referenced part of the upper deck bearing retrofit, and if they are, does the bearing retrofit item fall under the column casing item?(i.e., is the weight considered under the casing or structural steel item?)

The bearing retrofit is included in Section 10-1B.35 "Column and Shaft Casings." See "Measurement and Payment" which says "include bumper boxes, cover plates, stiffeners, bolts, nuts, washers, stud connectors..." An example can be seen on sheet 833 of 1142. The bumper boxes, cover plates, stiffeners, bolts, nuts and washers (the whole unit attaches directly to the column casing) on plan view of the bearing retrofit is included in the column casing item. The bumper brackets (shown on both sides of the column casing in "View B-B") that connect to the existing box cap beam is included in Miscellaneous Metal (Bridge) item noted in Section 10-1B.38.

103) If the bearing retrofit is considered part of the column casing, is the material A36 as noted or 572-50 as specified for the structural steel?

Structural steel for the bearing retrofit members shall conform to ASTM Designation A36/A36M or at the Contractors option, ASTM Designation A709/A 709M, Grade 36 noted in Section 10-1B.35 of the special provisions.

104) Please clarify if the column and shaft casing or any part of the upper deck bearing retrofit is considered a tension member and is there any NDT other than visual per Section 8 required.

Non Destructive Testing (NDT) is required for the upper bearing retrofit members. NDT may be waived for column and shaft casings, provided that the Contractor meets all other requirements in Special Provisions Section 8-3.02 "Welding Quality Control."

105) Reference Bid Item 202, "Miscellaneous Metal (Restrainer-Rod Type) (Superstructure)."Project plan sheets 916 and 917 call for 1 1/8" diameter HS threaded rods. Rods in this diameter are not available. Please advise.

On sheets 916 and 917, 1 1/8" diameter HS threaded rods do not belong to "Miscellaneous Metal (Restrainer-Rod Type) (Superstructure)." It is an ASTM A354 Grade BD Rod and is included in Furnish Structural Steel (Bridge) (Superstructure). Rods in this diameter and grade are available.

106) What pay item is to be used for the high strength rod installations in the replacement of the spandrel beams per drawings 792 through 796? Please advise.

Refer to Section 10-1B.19 "Core and Pressure Grout (1-1/2",2",3",4"). The last paragraph states that the price per linear foot for core and pressure grout includes placing bolts, rebar or HS rods.

107) Reference special provisions Section 10-1A.28 and 10-1B.36 "Clean and Paint Structural Steel." In the Subsection(s) "Painting" second paragraph(s) the Engineer calls for the use of "...zinc rich primer..." at the inside of bolt holes, while in the previous paragraph the Engineer calls for the use of "...waterborne inorganic zinc coating..." on surfaces which will quite often be immediately adjacent to those surfaces specified to receive the "...zinc rich primer..." May the Contractor at his option utilize the "...waterborne inorganic zinc coating..." at the inside surfaces of bolt holes in lieu of the "...zinc rich primer..." and if so, given what conditions?

The Contractor may use waterborne inorganic zinc on the inside surfaces of the bolt holes, except that the surface preparation, in the previous subsection "Cleaning," would have to be changed from SP No. 1 "Solvent Cleaning" to SP No. 10 "Near White Blast Cleaning." If the Contractor can properly prepare all surfaces of the bolt hole and obtain the proper film thickness of inorganic zinc, then we have no problem with the change.

If the surface preparation is less than SP No. 10 or the inorganic zinc does not adhere to the inside of the bolt holes, then the holes shall be cleaned in conformance to SP No. 1 and be painted with one application of zinc rich primer (organic vehicle type).

108) Please confirm added framing shown on plan sheet 1006 is included in Bid Item 181 "Deck Expansion Joint Assembly (Superstructure)."

Yes, the added framing shown on sheet 1006 is included in Bid Item 181 "Deck Expansion Joint Assembly (Superstructure)."

109) Please confirm added framing shown on plan sheet 1018 is included in Bid Item 182 "Seismic Isolation Joint Assembly (Superstructure)."

Yes, the add framing shown on sheet 1018 is included in Bid Item 182 "Seismic Isolation Joint Assembly (Superstructure)."

110) On sheets 186 and 187 of 1142, Micro Pile Location Plan-1 and 2, are conditions "A" and "B" for casing embedment the same for the north side as the south side shown?

Yes.

111) On the micro pile schedule, is the minimum length of bedrock embedment per pile or a cumulative for the group as inferred in note 1?

Minimum length of bedrock embedment is per pile.

112) On sheet 738 of 1142, the drawing indicates 1/2" min. temporary steel casing. On sheet 270, the permanent casing is to be 1/4" minimum. Can the temporary casing be 1/4" at the Contractors option and also, may the Contractor, at their option, leave the temporary casing in place?

Temporary casing shall be 1/2" minimum per notes on sheet 738. Temporary casing shall be removed as required. The micro pile resistance capacities will be compromised if casing is left in place will be compromised if casing is left in place.

113) Reference special provisions Section 10-1A.28 "Clean and Paint Structural Steel." In the Subsection "Cleaning," fifth paragraph the Engineer notes that "The inside surfaces of bolt holes shall be cleaned (via) "Solvent Cleaning"..." while in the Subsection "Measurement and Payment" second and third paragraphs, the Engineer makes no mention of paying for surfaces prepared via solvent cleaning (and paint undercoated). Will the inside surfaces of bolt holes so prepared be paid for by the square foot as "Spot Blast Clean and Paint Undercoat(ed)" area?

Payment for solvent cleaning of the inside surfaces of bolt holes in the field is considered as included in the contract price paid per square foot for spot blast clean and paint undercoat.

Payment for solvent cleaning of the inside surfaces of bolt holes in a fabrication facility is considered as included in the contract lump sum price paid for clean and paint structural steel.

114) Reference special provisions Section 10-1B.02F "Rivet Removal and Hole Reaming" twelfth through fifteenth paragraphs. Does the unit price for rivet removal and reaming include preparing and painting the inside surfaces of holes remaining after rivet removal and reaming?

No, the special provisions Section 10-1B.02F twelfth paragraph states that "The 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.

115) Reference special provisions Section 10-1B.36 "Clean and Paint Structural Steel." In the Subsection "Cleaning" fifth paragraph the Engineer notes that "The inside surfaces of bolt holes shall be cleaned (via) "Solvent Cleaning"..." while in the Subsection "Measurement and Payment" the Engineer makes no mention of paying for surfaces prepared via solvent cleaning (and paint undercoated). Will the inside surfaces of bolt holes so prepared be paid for by the square foot as "Spot Blast Clean and Paint Undercoat(ed)" area?

Payment for solvent cleaning of the inside surfaces of bolt holes in the field is considered as included in the price paid per square foot for blast clean and paint undercoat. Payment for solvent cleaning of the inside surfaces of bolt holes in a fabrication facility is considered as included in the lump sum price paid for clean and paint structural steel.

116) Reference special provisions Section 10-1B.36 "Clean and Paint Structural Steel." In the Subsection "Cleaning" sixth paragraph the Engineer calls for steam cleaning at certain areas rather than dry blast cleaning, while in the Subsection "Measurement and Payment" the Engineer makes no mention of paying for said steam cleaning. a) Should the Bidders assume that specified steam cleaning will be paid for as extra work? b) Additionally how will the Engineer measure and pay for the surface preparation and paint undercoating of the inside surfaces of bolt holes drilled so as to secure the stiffeners and cover plates in question? c) Does the term "...below the stiffeners and cover plates..." include existing member surfaces on the side opposite the stiffener or cover plate, such as the existing member surfaces under the heads of bolts, nuts, and washers?

    1. No. Full compensation for steam cleaning as required in the special provisions for the main vertical member retrofitting shall be considered as included in the contract price paid per square foot for spot blast clean and paint undercoat. See Addendum # 9.
    2. Payment for the surface preparation and paint undercoating of the inside surfaces of bolt holes drilled so as to secure the stiffeners and cover plates is considered as included in the contract price paid per square foot for spot blast clean and paint undercoat.
    3. Yes.

117) Reference special provisions Section 10-1A.24 and 10-1B.33 "Steel Structures" and 10-1A.28 and 10-1B.36 "Clean and Paint Structural Steel." In the Steel Structures Subsections "Materials" the Engineer states that "High-strength fastener assemblies, and other bolts attached to structural steel with nuts and washers shall be zinc-coated." Should the Bidders assume that all components of all fastener assemblies attached to structural steel, except for those specifically called for to be constructed of non-ferrous metals such as stainless steel, shall be zinc-coated? If no, shall the Bidders assume that those components of fastener assemblies which are not zinc-coated are shop primed?

Yes. The special provisions state that "High Strength fastener assemblies, and other bolts attached to structural steel with nuts and washers shall be zinc-coated." See the last paragraph under "Materials" in Section 10-1A.24 and 10-1B.33 "Steel Structures."

118) Reference Section 10-1B.33 "Steel Structures" of the special provisions. On page 333 it says "Holes in the new parts shall be sub-punched or sub-reamed 1/4 inch and field reamed to fit existing holes." Does Caltrans intend to have the Contractor field ream all the holes in new plates to match the hole pattern left in existing plates after rivet removal?

Yes. The purpose of this requirement is to assure that the new and existing hole alignment match.

119) Reference Section 10-1B.05 Superstructure Micropiling. Micropiling "Materials" on page 269 requires temporary steel casing to conform to the requirements found in "Steel Pipe Casing." If the casing is temporary why must it conform to the requirements found in "Steel Pipe Casing?"

Per Section 10-1B.05, temporary steel casing of steel pipe for micropiles shall conform to the requirements found in "Steel Pipe Casing" and "Steel Pipe Piling" respectively. Although casing is temporary, it shall conform to requirements of steel pipe casing. The specifications in "Steel Pipe Casing" are due to the design requirements for the temporary casing as it relates to the overall micropile installation and in-place performance.

120) In response to Contractors Inquiry No. 25 "Under which bid item is the removal of the superstructure lacing on the truss members paid? Caltrans responded by stating the removal was to be paid under structural steel. Likewise, is the existing perforated plate removal at truss members paid under "Erect Structural Steel (Bridge)(Superstructure)?"

Payment for the existing perforated plate removal at truss members is covered in Addendum No. 2, page 4, dated November 22, 1999. Full compensation for lacing bars and perforated plates replacement work including providing temporary bracing struts, removing lacing bars and perforated plates, shall be considered as included in the contract price paid per pound for erect structural steel (bridge).

121) Horizontal HS rods in the precast jackets on the superstructure plans are to be snug tight. In the substructure plans there is no reference to tightening or tensioning the HS rods. Is there a tension required? If so, what is it?

For the tightening or tensioning of the Precast Jacket Assembly HS bars, see notes 1 through 4 under "Prestressing Notes for Horizontal Bars," on plan sheet 195 of 1142.

122) What are the criteria for 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.

123) 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.

124) In the substructure under Section 10-1A.23 "Epoxy Coated Reinforcing (Fender)," it is apparent that the precast in the fender areas (Items 100 and 102) require epoxy coated rebar. No other precast in the substructure appears to have epoxy coated rebar. Is this correct? Please clarify.

Yes.

125) In the superstructure under Section 10.1B.30 "Epoxy Coated Reinforcing," it is apparent that the precast panels in Item 165 do not require the epoxy coated rebar and all other reinforcing is epoxy coated. In summary:

Items 100, 102, 163, 164, 166 --Epoxy coated reinforcement

Items 104, 106, 108, 110, 112, 114, 116, 165--No epoxy coated reinforcement. Is this correct? Please clarify.

Yes.

126) Reference Section 10-1B.33, "Steel Structures," subsection "Erection and Connections to Existing Structure," on page 333 of special provisions. Paragraph ten states holes in new parts shall be sub-punched or sub-reamed 1/4" and field reamed to fit existing holes. This requirement is highly impractical as some of this new material is as much as 4" thick. We feel the standard practice of field verifying the controlling field dimensions is adequate to assure new/existing hole alignment. Please advise.

The purpose of requiring holes in new parts to be sub-punched or sub-reamed to fit existing holes is to assure the new and existing hole alignment match. There will be situations where the shank of the rivet may not align with the rivet head. Field verifying the controlling field dimensions by measuring the location of the rivet head will not be adequate to assure new and existing hole alignment. An exception to the above requirement can be made for lacing or cover plate replacement. For this work, the Contractor can follow the construction sequence as shown on the plans to remove all the existing rivets as long as the required temporary struts are in place. The Contractor can then field verify all controlling dimensions including actual location of the existing rivet holes (not rivet heads) and put these dimensions on the working submittal. Upon the Engineers approval, the Contractor can fabricate the new members with actual hole sizes.

127) Addendum 1 changed the traffic delay penalty f in Section 10-1.20. We request that the maximum daily penalty clause be returned to the Special Provisions so that Caltrans will not experience unnecessarily high contingency costs and so the bidders will not under take unreasonably high risks solely due traffic delays.

No. It remains as revised in Addendum 1.

128) We understand that the Superstructure test borings can be drilled with a drill rig operating from the existing bridge trestle. For this work, will there be restrictions on the working hours on the trestle? Will the drill crew be allowed to work only at night or during off-commute daylight hours?

Please refer to the Test Boring and Lane Closure Charts.

129) Sheet 103/1142, N barrier upper trestle section - Plans do not show 9A pull boxes for conduit runs for LC3 and LC23, except at one location, sta. 259+30. Are there to be 9A boxes installed every 200', or just installed as per the plans? This question pertains to all conduit runs on the bridge where new barrier is to be installed, including, but not limited to the following: the 2-2" empty conduit runs at South barrier upper trestle, the 3" 15KV conduit in the South barrier lower trestle and the 2-4" PacBell conduit runs to be installed in the North barrier lower trestle.

Per Standard Specifications Section 86-2.06C, "Installation and Use" (Pullbox), pullboxes shall be installed at minimum 200 foot intervals. This applies to all conduit runs.

130) What is this temporary system intended to protect the bull nose section left in place or the existing bridge piers?

The temporary support and restraint system for the nose section is to maintain the nose sections in a stable position where they can protect the piers from ship impact and stabilize them against wave, storm, wind, etc. The temporary support and restraint system may include connections to the existing pier. The Contractor may need to sequence multiple connection points in order to accommodate installation of the steel casings around the bells. The floating rubber fenders shown on the temporary fender plan are to protect the piers.

131) Reference plan sheet 655 of 1142. The constructibility of the precast bent cap and pile connection appears to be suspect. The reinforcement detail at the pile hole shows reinforcing steel penetrating through the opening of the precast bent cap. This causes the splice reinforcing at the pile to cap connection to be inserted after the cap is in place. In addition the prestressing ducts penetrate through where the bundled vertical pile reinforcing steel projects and will not physically fit.

The conflict between the bent cap shell and CIDH piling reinforcing, has been resolved by Addendum 3 dated December 22, 1999. We do not agree with the comment that a conflict exists between CIDH piling reinforcing and bent cap post-tensioning ducts. The contractor shall position the vertical bars properly to accommodate post tension ducts per Standard Specification.

132) Reference to the Inquiry # 102: the response to this question is that "The bearing retrofit is included in Section 10-1B.35 "Column and Shaft Casing." Is this section also to include the bumper brackets that weld directly to the column casing? (i.e. sheet 833 of 1142, Section "A-A".) Note that "Bumper Bracket Assemblies" are included in 10-1B.38 "Miscellaneous Metal (Bridge)".

Yes, the bumper brackets consisting of stiffeners that are welded directly to the column casing, shown in Section "A-A" on sheet 833 of 1142, shall be included in 10-1B.35 "Column and Shaft Casing." The bumper brackets (shown on both sides of the column casing in "View B-B") that connect to the existing box cap beam is included in Miscellaneous Metal (Bridge) item noted in Section 10-1B.38.

133) Reference Bid Item 202, "Miscellaneous Metal (Restrainer-Rod Type) (Superstructure)." The estimated quantity for this item is 108,000 LB. If the weight of the associated components (brackets, HS bolts, filler plates, anchor plates, anchor brackets, etc.) is included, the actual quantity will be many times the bid quantity. Is Bid Item 202 to include only the HS rods, nuts and washers?

Yes, the quantity should include the associated components. Refer to Section 10-1B.40 "Miscellaneous Metal (Restrainer-Rod Type)" which says it consists of high strength rods, bearing plates, couplers, anchorage devices, and incidentals…See "Elevation A-A" on "Upper Deck Bearing Details No. 14" on sheet 843 of 1142 for example. The vertical restrainer unit includes the plates, angles, bolts (inside & outside of existing box cap beam), vertical HS rods, stiffener plate, anchor sets inside of column casing, horizontal HS through bars, etc. Components for item 202 are located in the Approach Structures only and not in the Truss Structures.

134) Reference plan sheets 627, 655, and 661 of 1142. On plan sheet 627, the notes under Stage 2, "Partial Deck Removal and Foundation Installation." Say: Item 4, place precast shell for new bent cap. Item 5, place remaining reinforcement. Plan sheet 655, "Precast Bent Cap Shell." Plan view shows the rebar mat in the bottom of the shell to be continuous through the 5'-9" diameter holes for the piles. Plan sheet 661, "Pile Details." Cast-in-drilled-hole pile elevation shows the rebar, to be placed after the precast bent shell is in place, to be a hooped cage. How does the cage get by the bottom mat of rebar in the precast bent cap shell?

The conflict between the bent cap shell and CIDH piling reinforcing has been resolved. Please refer to Addendum 3, dated December 22, 1999.

135) On piers A-12, the vertical clearance from mean sea level to bottom of bridge varies between 6' and 20'. Can these piles be installed through the bridge deck?

The contractor shall bid the contract assuming pile installation through deck openings will not be allowed. Steps have been taken to alleviate some difficulties and cost of installing piles at Piers A through 18 as follows:

1. Some of micro piles have been relocated at Piers 8-18 such that all micro piles on the south bells do not have overhead limits whereas micro piles on the north bells are only limited by the top deck. The minimum vertical clearance at these piers is approximately 40 ft. above Mean Sea Level.

2. The vertical overhead clearance at Piers 5-7 can be controlled by the top deck. If the Contractors construction schedule includes the removal of the edge girder and the outer portion of certain existing cap beams on the "L1" line of the west trestle (in the early stages of the west trestle replacement scheme), then the vertical clearance obtained at these piers would vary from 31 to 37 feet above Mean Sea Level.

136) Can a down the hole hammer be used for the rock sockets?

Yes. However, the slurry requirements in the specifications cannot be eliminated.

137) Reference bid item #167. There appears to be a problem concerning the spacing of tendon anchorage's shown on the plans for tendons T2, T3, & T4. The center-to-center spacing shown is 15 inches. Spacing required by the Stresstek System for 31.6-inch diameter strand tendons is 21 inches for the concrete strength specified. I believe that other post-tensioning systems will need approximately the spacing that Stresstek needs. Please clarify.

The anchorage locations on sheets 689, 690, & 692 of 1142 have been revised to reflect P-jack values. Please see Addendum 3, dated December 22, 1999.

138) Reference special provisions Section 10-1B.14 "Precast Concrete Panel." In the Subsection "Concrete Coating" the Engineer fails to call for a specific thickness of coating to be applied, although he does allude to application for the coatings in accordance with the manufacturer's recommendations. Should the Bidders assume that they should install the coating at a thickness suitable for the exposure as determined by the manufacturers?

The concrete coating shall have a minimum dry film thickness of 60 mils. Please see Addendum 3, dated December 22, 1999.

139) In looking through plans and specials, we cannot determine if the rebar is epoxy coated in the following precast items: Bid item #100, 102, 104, 106, 108, 110, 112, 114, 116. Please advise.

For determination of epoxy coated rebar locations for bid items 104, 106, 108, 110, 112, 114, & 116 shown on "Substructure Plan", refer to the note in "General Notes" under "Materials, Reinforced Concrete, New" on sheet 140 of 1142. "Except for bar reinforcement in precast concrete assemblies and CIDH piling, all bar reinforcement and steel reinforcing dowels shall be epoxy coated."

Items 100 and 102 shown on "Fender Plan" are related to the "Fender Plan" portion and are intended to include epoxy coated reinforcement. Please refer to Addendum 3.

140) Reference sheet 564. The bars welded to existing are epoxy coated. We cannot find a "corrosion protection method" on the Departments list of approved products. Please advise.

Repair of the epoxy coating at these locations will not be required. Please refer to Addendum 3.

141) Reference plan sheet 564. The bars welded to existing are epoxy coated. We cannot find a "corrosion protection method" on the departments' list of approved products. Please advise.

Repair of the epoxy coating at these locations will not be required.

142) Reference special provisions Section 10-1A.24 and 10-1B.33 "Steel Structures" and 10-1A.28 and 10-1B.36 "Clean and Paint Structural Steel." In the Steel Structures Subsections "Materials" the Engineer states that "High-strength fastener assemblies, and other bolts attached to structural steel with nuts and washers shall be zinc-coated." b) May the Bidders, at their option, assume that they may clean and paint zinc-coated fasteners, rather than protect them from painting operations on adjacent surfaces? If yes, under what conditions shall the zinc-coated fasteners be prepared and painted?

Yes. The zinc-coated fasteners shall be prepared and painted in accordance with Section 59-3,"Painting Galvanized Surfaces," of the Standard Specifications, except that the pre-treatment of vinyl wash primer will not be required. In lieu of the abrasive blasting as specified in the Standard Specifications, all exposed surfaces roughened by sanding with 120-grit sandpaper or equivalent (e.g. a wire brush). Surface roughening shall not remove zinc-coating. See Addendum # 9.

143) In the "Handbook of Heavy Construction" (Havers & Stubbs-McGraw -Hill Book Co.) there is an article about the Richmond -San Rafael Caissons. The article indicated that when the tremie concrete was placed in the precast elements forming the caissons, some cracking occurred and there were some failures. If this is the case, it is possible that there was some leakage of the grout/cement paste.

For the captioned contract, if some leakage did occur when the piers were originally built, the new precast elements will not fit as designed. Who is responsible for the inspection of the existing piers for leakage? If leakage did occur, how will the removal of the leakage be paid under the captioned contract?

The Contractor is responsible for investigating and verifying controlling field conditions. Concrete that is found to be outside the limits shown on the plans and that conflicts with the work shall be removed as directed by the Engineer. The concrete removal will be paid for as extra work as provided for in Section 4-1.03D of the Standard Specifications.

144) In reference to inquiry # 79, we request further clarification.

Our previous question had to do with conflicts between existing H piles and new 14" core holes (and the micropiles that are installed through the 14" core holes. Note, the 14" core holes only apply in existing foundations that are to have micropiles installed).

It appears as though the way the special provisions are written, if we encounter an errant H-pile with our coring equipment, it will be a changed condition, but if following the coring operation, we encounter an errant H-pile with micropile equipment, the costs of avoiding will be at the Contractors expense.

The Contractor's original inquiry referred to a paragraph on page 181 of the special provisions which referred to the steel shells and 14-inch pipe piles and not to the micropiles. There are two paragraphs in the micropile provisions that relate to the Contractors inquiry. First, "...the Contractor shall design and install a temporary template over the conical section of the existing foundation bell to accurately locate and align the coring equipment..." Second, "...if an existing steel H-pile is encountered during foundation bell coring operations, or if an existing steel H-pile prevents the completion of a cored hole or the subsequent advancement of the permanent steel casing, the Contractor shall immediately notify the Engineer in writing." The specials do not indicate what the Engineer will do if the Contractor encounters an existing steel H-pile. If subsequent to encountering an H-pile the Contractor can demonstrate that his temporary coring template was fabricated in accordance with the approved working drawings and that the template was accurately positioned over the bell foundations in accordance with the plans, any additional effort required to advance the cored hole or permanent steel casing, or to construct a new cored hole at a new location, as specified by the Engineer, will be paid for as extra work, as provided for in Section 4-1.03D of the Standard Specifications.

145) Reference plan sheet 824. The note at Section C-C states "Remove exist 7/8" rivet and replace with 7/8" bolts (A325) total 4." Based on Section B-B and Detail 1, as many as 32 existing rivets could be affected at this area. Please address.

Note at Section C-C "Remove (E) 7/8" diameter rivet and replace with 7/8" diameter HS bolts (A325) total 4" is correctly shown. Four bolts shown refer to number of bolts on one side of vertical leg, i.e. 8 bolts total for both sides.

On Section C-C, dotted lines between and parallel with new 7/8" diameter HS bolts along vertical web of girder indicate (E) 7/8" diameter rivets to be removed (total 8 x 2 = 16 bolts-both sides. Field verify per note 3.)

146) Reference plan sheet 636. Is temporary lateral bracing required during the connection modification described in Phase A, Step 4?

Yes. Temporary lateral bracing will be required for the connection modification. As the referenced note for step 4 says, the Contractor is required to submit details to the Engineer for approval.

147) For the bid item 192 & 193 the bid quantity is a fix 20,600 lbs. In doing a take-off on the bid item we have come up with the quantity of 40,010 lbs., Please confirm.

An independent quantity check for both items No. 192 and 193 has been performed, and it has been verified that the correct quantity for both items is 20,600 pounds.

148) Reference Feasibility Assessment Drawings. Step 17 shows all temporary bracing removed after completion of the EBF and removal of the existing bent bracing members. Our calculations show the existing legs to have marginal stability from this point until the tower leg strengthening is complete. Please confirm that the sequence shown in steps 17 and 18 will be acceptable, i.e. temporary bracing will not be required after the completion of step 17.

At the completion of step 17, the tower legs, in the longitudinal direction, have the same unbraced length configuration as they do prior to the start of construction. In the transverse direction, the tower legs are braced by the new EBF ties. Though the ties are not placed at each of the existing panel points, calculations indicate the tower legs to be stable and capable of resisting the prescribed loads. Please be advised that the non-tapered tower legs are fabricated using a higher strength silicon steel with a yield strength of 45 ksi.

149) Steel Piles in Bid Items 76, 82, and 84 are required to be coated. Should this coating be the full length of the pile or just through the splash zone?

Please refer to Addendum 3.

150) Reference special provisions Section 10-1A.24 "Steel Structures" subsection "Materials." Certain plates require U.T. testing. Is the U.T. testing 100% scan or standard scan?

Ultrasonic testing (UT) shall conform to the requirements in ASTM Designation: A 578. Refer to page 212 of the special provisions.

151) Reference special provisions Section 10-1.A.24 "Steel Structures," subsection "Materials."

Regarding requirement "The steel flange plates and rolled shapes for the moment frame towers which will have flange reductions as shown on the plans shall have a maximum yield strength no greater than 60,000 pounds per square inch."

Rolling mills state this requirement is too restrictive. They can work to the modified requirement of A709 table S1.3 footnote C which reads "If yield point exceeds 60 ksi, charpy test temperature will be reduced by 15 degrees F for each increment of 10 ksi above the specified max of 60 ksi." Is this acceptable?

No.

152) In preparing a quotation as a fabricator for bid items Column Restrainer Bracket and Furnish Structural Steel Bridge, we have been informed by Carboline that they recommend Solvent-Base inorganic zincs (Carbozinc 11 HS) rather than Waterborne inorganic zinc (Carbozinc D7-WB) specified in the specification. They said that Carbozinc 11 HS is superior to the water based inorganics, better appearance, meets VOC (Volatile Organic Content) regulations of USA, enables a higher quality application, and is used for bridge construction in 35 states while water-based (of all brands) in only 2. They have stressed waterbased top coats are compatible with solvent inorganic zinc and concern with the existing requirements concerning atmospheric conditions related to when coatings may be applied. Please consider the substitution request and advise.

Bid it according to the contract specifications.

153) Will foreign manufactured and supplied rubber cylindrical fenders be allowed and acceptable replacements for the 4 foot long 1600mm OD rubber bumpers on Piers 33-36, 46, & 49?

Yes.

154) Reference a previous contractor question regarding bid item 202, "Miscellaneous Metal (Restrainer-Rod Type)(Superstructure)" quantity. Will the estimated quantity for this item be increased?

No. Components for item 202 are located in the Approach Structures only and not in the Truss Structures.

155) Can the permanent steel casing be increased to 14" O.D.?

No. The contractor shall bid the contract according to the plans and special provisions.

156) Can the reinforcement pipe be threaded end drill pipe, aka: oil country pipe, so that splices are threaded connections?

No. The contractor shall bid the contract according to the plans and special provisions.

157) Special provisions Section 10-1A.02A, "Bridge Removal (Portion)," indicates that there is concrete removal at top of piers 19, 55, & 61. We have reviewed the contract drawings and have been unable to find delineated the concrete removal for top of piers 19, 55, & 61. Please advise where the removal information is located.

Top of Pier 19, 55, and 61 modifications are shown on sheets 1029, 1030, 1032, 1033, 1034, and 1036 of 1142 respectively.

158) Plan sheets 188 and 189 of 1142 indicate that the 2-bell steel casings are to be installed such that the flanges of the casings are located perpendicular to the centerline of the pier. Installing the steel casings in this orientation is likely to damage the flame sprayed plastic coating given the distance between the bottom of the diaphragm and the top of the existing concrete template. Is the position of the flanges dictated by structural design, cathodic protection design or some other concern? Can the 2-bell steel casings be installed with the flanges located on the centerline of the Pier?

The flanges may be located on the centerline of the pier.

159) The project will entail a significant amount of difficult underwater work in an area known for poor visibility and dangerous currents. Why has the state not asked for information concerning the experience and safety record of the firm that will perform the underwater work and what specific measures that the Contractor will use to ensure the safety of the divers during the project explicitly in the Bidders Questionnaire.

The contract requires the contractor to follow all applicable rules and regulations, including appropriate safety precautions for diving. Bid according to the contract requirements.

160) I am just looking for an update, the last information I had was that the proposal was delayed until 3/1/00. Is that still the case and when will the winning contractor been posted on your website?

The bid opening for this project is August 8, 2000. 

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161) Reference Bid Item 201, "Miscellaneous Metal (Restrainer-Cable Type) (Superstructure). The estimated quantity is 70,900 LB. We find there to be approximately 389,000 lbs. of cable assemblies and associated components.

The weight of the restrainer brackets and bolts (sheet 1025 & 1026) was inadvertently included in Furnish Structural Steel. The correct weight breakdown for Item 201 Miscellaneous Metal (Restrainer-Cable Type)(Superstructure) is as follows, (See Addendum # 4):

Sheet 697 for Item 201

10,000 LB

Sheet 854 for Item 201

14,400 LB

Sheet 1025/1026 for Item 201

436,300 LB

Total

460,700 LB

162) There was no lab data available along with the rock cores in Sacramento. Please provide the results of any lab tests taken on the rock, including strength (unconfined compression tests), petrographic analysis, mineralogy, etc. This information was not found in any of the reference material listed in the specifications.

The specifications have been changed to list rock test data by Addendum #4. The data consist of two unconfined compression tests.

163) The seismic isolation bearing design for this project has resulted in lead cores, which exceed the maximum values given in the specification. We request changing paragraph 6 of the Design Requirements on page 308-309 of the special provisions as follows:

The ratio of plug area plus bonded area to lead plug area in plan shall be equal to or greater than 9.0 for bearings type 1 and 3, and equal to or greater than 7.3 for bearing type 2.

The bonded area specified in this paragraph shall include the plug area.

164) In gathering together the items of miscellaneous metal for the superstructure, there is some uncertainty to what Caltrans used to calculate the Bid item weights. There is some confusion on the interpretation between the Standard Specifications and the Special Provisions. For example, are brackets associated with rod, or cable restrainers considered misc. metal? If they are, the weights exceed the weights listed for the bid items. Please assist in identifying more precisely what pieces are included as misc. metal, especially in the area of bid items 201 & 202 (Misc. Metal-Cable & Rod Restrainers).

Bid Item 201, Miscellaneous Metal (Restrainer-Cable Type). The weight of the restrainer brackets and bolts (sheet 1025 & 1026) was inadvertently included in Furnish Structural Steel. The correct weight breakdown for Item 201 Miscellaneous Metal (Restrainer-Cable Type)(Superstructure) is as follows, (See Addendum # 4):

Sheet 697 for Item 201

10,000 LB

Sheet 854 for Item 201

14,400 LB

Sheet 1025/1026 for Item 201

436,300 LB

Total

460,700 LB

Bid Item 202, Miscellaneous Metal (Restrainer-Rod Type). The quantity should include the associated components. Refer to Section 10-1B.40 "Miscellaneous Metal (Restrainer-Rod Type)" which says it consists of high strength rods, bearing plates, couplers, anchorage devices, and incidentals…See "Elevation A-A" on "Upper Deck Bearing Details No. 14" on sheet 843 of 1142 for example. The vertical restrainer unit includes the plates, angles, bolts (inside & outside of existing box cap beam), vertical HS rods, stiffener plate, anchor sets inside of column casing, horizontal HS through bars, etc. Components for item 202 are located in the Approach Structures only and not in the Truss Structures.

165) Sheet 98 shows 52,440 was derived for K-rail, however Sheet 98 shows 52,440 was derived for K-rail, however is to be paid or K-rail installed for both shoulder closures and the left lane closures for both bridges decks, this quantity would be closer to 52,000 ft. What is Caltrans' intent for payment of this item?

The temporary Railing (type K) quantity for sheet TH-27, as shown on Sheet Q-1 is 111,500 LF for a grand total of 150,120 LF. See Addendum #4.

166) For piers 34 & 35, plan sheet 553 of 1142 states 14" pipe pile, 58 per pier and the plan view confirm the count. Sheet 562 of 1142, under Construction Procedure, note #5, states 62 piles per pier. The plan view shows a slightly different pile layout. Please advise which is correct.

The conflict in note # 5 on plan sheet 562 concerning number of piles has been resolved, by Addendum # 4 the correct number on this note is 58 piles per pier.

167) Reference plan sheets 751, 753, & 755-758 of 1142. The formed hole for horizontal HS rods in the precast jackets is 2" diameter. The horizontal core holes through the diaphragm are 3" diameter. On the substructure plans, the formed hole through the precast jacket is larger than the core hole through the diaphragm. This allows the holes to be drilled through the jacket after the annulus is grouted. Is this an error on the superstructure plans? If not, what is the intent?

The formed holes for the horizontal HS rods in the precast jackets are 3 inches and the cored holes through the existing diaphragm are 2 1/2 inches. See Addendum #4.

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

To bid on Caltrans projects, contact the Office of Office Engineer at (916) 227-4246.

169) There seems to be a problem with one of the revised drawings. The drawing marked sheet # 895 of 1142. " Main Spans -Lower lateral Bracing Retrofit details 4" Sheet 389 of 503 should be marked sheet # 974 of 1142. Addendum 3 indicates that Sheet # 895 of 1142 "289 Ft. Spans- Spans 26-27, 36-37, and 38-39 lower chord L0'-l2' Retrofit details 3" sheet 310 of 503 is to be revised. Please provide the correct revised drawing sheet.

Please refer to Addendum # 4.

170) Please could all the plan changes on future addenda be highlighted to assure that we do not miss any of the changes made? Also, please denote what revisions were made to drawing 611 of 1142 from addendum 3.

No, we will continue to process plan changes according to our procedures. The stationing for "L1" was changed from 268+15.77 to 286 +15.77 in the Typical Section- Precast Concrete Deck and Typical Section- Precast Concrete girder on sheet 611 of 1142.

171) The plans call out specific AWS D1.5 code requirements for various welded joints. Are those code requirements not applicable to joints without the specific notes? For example, note 3 on sheet 301 of 1142 require the indicated CJP welds to be qualified in accordance with AWS D1.5. Do the CJP welds without the note require qualification?

AWS requirements apply to all welds except where specifically superseded by the special provisions, contract plans, or Standard Specifications.

172) Please confirm that the horizontal HS rods grouted through columns for restrainers pay under item 203, Miscellaneous Metal (Bridge)(Superstructure), and the vertical HS rods pay under item 202, Miscellaneous Metal (Restrainer-Rod Type)(Superstructure).

Both of the horizontal HS rods grouted through columns for restrainers and vertical HS rods for restrainers are paid under "Miscellaneous Metal (Restrainer-Rod Type) (Superstructure), Item 202.

173) Could we have a list of the prequalified suppliers for Viscous Damping Devices per section 10-1B.27 of Contract No. 04-0438U4?

 

Proposed Seismic Damper Systems

VENDOR NAME, ADDRESS

AND PHONE NUMBER

Viscous Damper

TAYLOR DEVICES, INC.
90 Taylor Drive
North Tonawanda, NY 14120
Ph: (716) 694-0800/Fax: (716) 595-6015

ENIDINE, INC.
ENIDINE WEST
212 Technology Drive, suite M
Irvine, CA 92718
(949) 727-9112

FIP INDUSTRIALE.
NORTH AMERICAN OPERATIONS
BYRON WEST
P.O. Box 2306
17860 Center Street
Castro Valley, CA 94546
Ph: (510) 733-2781/Fax: (510) 733-5761

 

174) When K-rail is reset on the new concrete trestle at the west approach, will Caltrans to be paid by the linear foot for this reset (the quantities for TH-4 & 5 on plan 98 indicate that he will not be paid for this quantity again).

Please refer to Addendum # 4

175) An effluent treatment system shall be provided to treat all groundwater discharged from excavations or dewatering operations. The Conceptual SWPPP provides groundwater sample results for only three locations (Piers 70, 75, and 77; CH2M Hill - 1997). Is there additional data available on the concentrations of the groundwater that will be transferred to the effluent treatment system?

Additional data regarding groundwater conditions is available for reference by the Contractor at the Caltrans District 4 Toll Bridge Duty Senior's office, 111 Grand Avenue, Oakland, California 94612, telephone: (510) 286-5549. The contractor may call the Toll Bridge Duty Senior, telephone number (510) 286-5549 to make an appointment for review at least 24 hours in advance. Groundwater information may be contained in the following references:

 

 

 

176) Reference plan sheet 806 of 1142 "Elevation-Typical 289' Spans." L0-L2 and L2'-L0' indicated fracture critical members. Is this referring to existing or new cover plates retrofit?

Existing lower chords L0-L2 and L2'-L0', including new cover plates are specified as Fracture Critical Members.

177) The specifications 10-1.37, Monuments, makes references to the "Standards and Specifications for the Geodetic Control Networks " published by FGCC in February, 1991. There is not such document. The document made reference to is probably a reprint. The "standards" were published in September, 1984, and have been reprinted several times. The current reprinted version we have is dated August, 1993.

The date stated in the Special provisions is the reprint date.

178) We would greatly appreciate a short written response advising as to whether Caltrans is seeking DBE's, MBE's, and/or DVBE's for this project.

See Addendum # 5.

179) Section 10-1A.30 "Column Restrainer Bracket" of the special provisions states "All new metal surfaces of restrainer units shall be cleaned and painted in accordance with the provisions in Section 59-2 of the Standard Specifications." Section 59-2.01 of the Standard Specifications states "All exposed surfaces of structural steel and other metals except galvanized or metalized surfaces, shall be cleaned and painted." Does this mean any portion of the Column Restrainer Bracket encased in concrete need not have any coating whatsoever?

No. Portions embedded in concrete are required to be cleaned and painted. Section 10-1A.30 of the special provisions require all new surfaces to be cleaned and painted. This is in addition to the requirements in the Standard Specifications.

180) We would like to request that the 20 viscous dampers currently specified to have a velocity exponent of 0.5 in the equation F=CVn be evaluated in terms of using 0.15 in place of 0.5. It would seem this evaluation would not have to be too comprehensive in light of the fact you have already determined that, if the stroke is maintained when going from power 0.1 to 0.3, the loads increased. When moving in the reverse direction, the loads are reduced and the margin of safety increased.

Based on the above requested evaluation, or on other known factors, is the exponent 0.15 acceptable for the 20 dampers currently specified for 0.5?

No. The exponent of 0.15 is not acceptable for the dampers currently specified for the exponent of 0.5.

181) I have not been able to find the awarded bid for the Richmond San-Rafael bridge project, specifically the contractor awarded the diving portion of it, please forward me any available information.

By Addendum 5, the bid opening in the Richmond-San Rafael Retrofit project is postponed until some time in late Spring. For more information, please refer to this website address:

http://www.dot.ca.gov/hq/esc/tollbridge/default.html?Rich-SR/Rich-SR.html

 182) Based on previous experience in high speed testing of full-scale isolators with large lead cores, there is a criterion that we consider will not be possible for a lead rubber bearing to meet. Please consider the following change to clause 4 of the prototype test acceptance criteria noted on special provision page 311.

"4. The energy dissipated per cycle (EDC) for the first five cycles of Prototype Test # shall be equal to or greater than 90% of the value of EDCmin shown on the plans."

Full size tests have shown that the heat build up in the lead core does not dissipate when testing is at earthquake frequencies. This results in a reduction of the apparent lead yield stress with a consequent reduction in Keff and EDC. Once the bearing cools off the properties return to the values in the initial cycles.

The revised prototype test acceptance criteria No. 4 is as follows:

4. The energy dissipated per cycle (EDC) for the first five cycles of Prototype Test 3 shall be no less than 85% of the value of EDCmin shown on the plans. The EDC from 6th to 10th cycle shall be no less than 70% of the value of EDCmin shown on the plans. The degradation of EDC of each consecutive cycle from 6th to 15th cycle shall be less than each previous cycle. See Addendum # 6.

183) Do the grooves in the cored concrete have to be planar or can a continuous groove be screwed/threaded in maintaining a 2-1/2" pitch?

Continuous groove is acceptable. See Addendum # 6.

184) The specifications require First Order work in both horizontal and vertical components. Whoever wrote these specifications may have not read the "Standards." Obviously, GPS methods cannot be used under the bridge. Classic traverse methods must be used to establish the horizontal component. The "Standards" for traverse work require:

a) 1:100,000 distance accuracy.

  1. Stations spaced not less than 10-km apart (32,808 feet).
  2. 16 sets of angles with a 4" rejection limit and a 0.4" standard deviation.
  3. No more than 6 segments between azimuth checks.

The majority of the planned points are 100 feet apart. The "Standards" allow for centering errors of one millimeter for theodolites, EDMs and targets. Using the 1:100,000 criteria, the allowable error would be 0.001 feet, while the allowable centering alone could be as much as 0.006 feet.

The stationing spacing criteria cannot be met, since the location of the piers is the controlling limit.

It is possible to attain the 4" rejection limit on 100-foot sights, but it is tedious. Four arc seconds in 100 feet is 0.002 feet. The 0.4-second standard deviation implies an arc distance of 0.0002, which is not feasible.

Finally, the segment limit also does not match the project geometry-which requires the occupation of the piers.

Please refer to Addendum # 6.

185) First order vertical survey "Standards" cannot be met. Again, because of geometry of the piers. The "Standards" do not allow for mismatched forward and backward sight. There will be several places where the forward and backward sights must differ by several hundred feet.

We are confident that a survey plan can be devised to provide the level of precision which will meet Caltrans' needs. To develop and price such a plan, please provide the following as a basis for the bidder's consideration:

1) What is the purpose of establishing the survey marks?

2) How will they be used in the future?

3) Does the contractor during the contract require repetitive surveys?

4) Are repetitive surveys (to be performed by others)?

Please refer to Addendum # 6.

186) Reference specials page 205. "Measurement and Payment" states that payment for placing welded headed bar reinforcement is made under erect precast jacket assembly. Shouldn't this be paid under "furnish" precast jacket assembly?

Yes, Addendum # 6 include compensation for this work in furnish precast concrete pile cap assembly and furnish precast concrete jacket assembly.

187) Regarding the coating. When we were working on the San Mateo Bridge project, they realized the coating would discolor. They made an addendum stating the polyurea had to be top coated with an aliphatic polyurethane or use 100% aliphatic polyurea. Has the coating color been addressed on this project? Please advise.

100% aliphatic polyurea is considered resistant to color fading. Coating color is addressed by Addendum # 6.

188) All rock tests performed have been sent to District 4 to be incorporated with all other materials data.

Refer to Section 10-1A.07 "Test Borings (Substructure)" and 10-1B.04 "Test Borings (Superstructure)" of the special provisions.

Section 10-1B.04 allows for "Individual test borings submittals...with not less than 4 nor more than 20 boring logs."

Section 10-1A.07 has no similar language. It appears the test boring submittal should be "after completion of all test borings." We believe this would add 3 to 4 months to the overall project duration.

We suggest Section 10-1A.07 be amended to allow for individual test boring submittals as per Section 10-1B.04. Please advise.

Addendum # 6 amends Section 10-1A.07 "Test Borings," to include language similar to the language in Section 10-1B.04.

189) Reference special provisions page 220, "Bearings and Anchorages." Special provisions require grout to conform to ASTM Designation: C107. We are unable to locate ASTM C107 specification for grout. We assume this to be a typographical error and ASTM C 1107 should be used. Please confirm.

Yes. The grout should conform to ASTM C1107 and not ASTM C107. See Addendum # 6.

190) We request that Urethane Products Corporation be recognized as a manufacturer and supplier of the floating foam filled fenders required for the temporary fendering system.

Addendum # 6 includes Urethane Products Corporation as a supplier for the floating foam filled fenders.

191) How will the T.R.O. be paid: On a 7-day basis? On a "Controlling Item" basis?

Please refer to Addendum # 6.

192) Reference Section 10-1B.24, "Seismic Isolation Bearings" of the special provisions. We have been informed by the three nominated manufacturers of the seismic isolation bearings that they can not meet the requirements of the specifications and have sent written notification to Caltrans of this fact. Please advise the current status of these manufacturers and provide the names and contact info of the approved alternate manufacturers.

Please refer to Addendum # 6.

193) After reviewing the special provisions and the contract drawings, we do not find the design of the seismic lead-rubber isolators to be feasible. The specifications will require isolators with lead cores much larger than we have ever manufactured before. We request a meeting with the designers to discuss these requirements and strategize what might enable us to offer a bid.

Please refer to Addendum # 6. If there are any other concerns, they should be brought to Caltrans attention, through the bid inquiry process, with specific items in question referenced. A meeting with the designer during the advertising phase is not appropriate.

 194) Sheet 656 of 1142 shows 8 each, 100 ton flat jacks with a 9"x9" shim plate. Note 5 states that flat jacks may be used during construction and for future maintenance.

a) Are contractors to supply the jacks for future maintenance?

b) If yes, to what specification?

c) If yes, does Caltrans have an "or equal" manufacturer in mind?

d) If yes, how many 100 ton jacks are to be supplied? (8 per bent cap, or set of eight)

Note 5 on sheet 656 of 1142 states that flat jack "locations" shown are for temporary jacking during construction or for future bearing replacement. The Contractor is not required to supply the jacks for future maintenance.

 195) On sheet 627 of 1142 (Stage 1) there appears to be approximately 1'-3" between the inside edge of deck and the new 66" CIDH. If there is no gap between the existing edge of deck and the new 66" CIDH, the temporary water/air lines will interfere with the installation of 66" CIDH. Please clarify.

The temporary water/air lines can be installed after the interior piles are driven. The existing water/air lines are on the outside girders and can remain there until the end of Stage 1. The temporary lines need to be installed before Stage 2, because that is when the outside girders are demolished. See Section 10-4.04 of the Special Provisions, which covers the shut down requirements for the air and water lines.

196) We received the governor's press release dated January 28 regarding the award of the Carquinez bridge contract. In that statement, the governor announced that federal funds would now be used for the Richmond San Rafael contract. What impact does the use of federal funds have on the use of foreign steel? Will there now be a "Buy America" requirement? Will there now be a requirement for a DBE, WBE, and/or MBE goal?

With the designation of the contract as a Federal-Aid project, State will incorporate appropriate specifications to include Disadvantage/Minority/Women Business Enterprise goals into the contract. Additionally, a "Buy America Requirements" specification will be added to the contract Special Provisions. Under this requirement, pursuant to Surface Transportation Assistance Act of 1982 (Section 165) and the Intermodal Transportation Efficiency Act of 1991 (ISTEA) (Sections 1041(a) and 1048(a)), all manufacturing processes for steel and iron materials furnished for incorporation into the work on this project shall occur in the U.S.; with the exception that pig iron and processed, pelletized and reduced iron ore manufactured outside of the U.S. may be used in the domestic manufacturing process for such steel and iron materials. the applications of coatings, such as epoxy coating, galvanizing, painting and any other coating designed to protect or enhance the value of such steel or iron materials will be considered a manufacturing process subject to "Buy America" requirements. These requirements do not prevent a minimal use of foreign steel and iron materials if the total combined cost of such materials does not exceed one-tenth of one percent (0.1%) of the total contract cost, or $2,500, whichever is greater.

197) Reference Section 10-1B.24, "Seismic Isolation Bearings" of the special provisions. We note that the pending inclusion of federal funds in this project may require the contractor's adherence to the Buy American Act clauses. Two of the three nominated manufacturers produce the bearings outside the United States creating a potential sole source situation.

It has been brought to our attention that the two referenced foreign companies have a manufacturing facility available for manufacturing seismic isolation bearings in the United States. Pending the inclusion of the federal funds, Contractors will be subject to "Buy America Requirements."

198) Listed in the section 10-1B.27 "Viscous Damping Devices" of the special provisions are prototype and proof testing which are mandated by the specification to be conducted at UC San Diego. Based on our communications with the UC San Diego lab, we believe this laboratory has insufficient hydraulic capabilities versus the requirements of the specifications. Would an alternate laboratory which has already successfully completed prior Caltrans viscous damper or shock transmission device testing be considered for this testing if they have the capability and there were no additional cost?

No, we have no evidence that any alternate laboratory has sufficient testing capacity to perform the prototype and proof testing as required in the special provisions. The Contractor should bid the contract according to the contract plans and special provisions.

199) DIS Inc. wishes to inform you that we will not be bidding to supply the lead-rubber seismic isolators for this project. An isolator designed to meet the specifications requirements, to the best of our knowledge, has never been built. Notwithstanding this, it is unlikely that such an isolator will test in a way that we can predict. The issues are as follows:

1) The largest lead core isolator we have manufactured and tested to date had a 12" diameter lead core. The isolator had a yield force ranging from 125-160 kips at vertical loads approximately 3 times that required for this project. Your specification is requiring yield forces of 164 kips, 170 kips and 317 kips. Our design and extrapolation of test data suggests a 20" lead core is required to achieve the 317 kips yield force. The problem with this size increase is that the lead yield stress decreases as the lead core gets larger. We also expect that the bearing's tensile stiffness and overall geometry will be less than what calculations suggest.

2) The isolator with the largest lead core we have tested at real time conditions is 10" diameter. We can not reliably predict the performance for an isolator that is to be tested with a 20" lead core at real time from the 10" diameter test data.

Please review Bidder Inquiry 182 in which a bidder suggested to revise the prototype test acceptance criteria number 4 for the seismic isolation bearing. We have responded to this inquiry and have revised the acceptance criteria in Addendum 6. We suggest that the bidder resubmit an inquiry with specific comments and/or suggestions on the current testing requirements and acceptance criteria if there are still any concerns.

 200) On addendum no. 5 for the subject contract, there was a mention of provision regarding "Buy America". Can you please elaborate on this issue? What exactly is the "Buy America" provision include? What effect will it have on the foreign steel fabricator?

Under the "Buy America Requirements" specification, pursuant to Surface Transportation Assistance Act of 1982 (Section 165) and the Intermodal Transportation Efficiency Act of 1991 (ISTEA) (Sections 1041(a) and 1048(a)), all manufacturing processes for steel and iron materials furnished for incorporation into the work on this project shall occur in the U.S.; with the exception that pig iron and processed, pelletized and reduced iron ore manufactured outside of the U.S. may be used in the domestic manufacturing process for such steel and iron materials. the applications of coatings, such as epoxy coating, galvanizing, painting and any other coating designed to protect or enhance the value of such steel or iron materials will be considered a manufacturing process subject to "Buy America" requirements. These requirements do not prevent a minimal use of foreign steel and iron materials if the total combined cost of such materials does not exceed one-tenth of one percent (0.1%) of the total contract cost, or $2,500, whichever is greater.

201) The upper level longitudinal bumper bracket and lower level longitudinal bumper bracket details shown on sheet 192 of 503 shows a connection between the new bracket and the existing bottom flange. The bottom flange shows to be made up of existing 8x6x5/8" angles connected to an existing 1/2"x18" plate. Should there be a pattern of rivet removal and bolt replacement for these details? The only rivet removal/replace detail is shown in the vertical leg of the angle at the elevation view of the lower level longitudinal bumper bracket detail.

There should be a pattern of rivet removal and bolt replacement for these details. The existing rivets should be replaced with high strength bolts. Bolt call-outs are revised accordingly in Addendum # 7.

202) In the lower level longitudinal bumper bracket should there be a filler plate above the vertical leg of the 8x6x5/8" angle between the existing web and the vertical 5/8" base plate of the upper bracket?

Yes, there is a filler plate, same thickness as vertical leg of existing 8x6 angle. See Addendum # 7.

203) Reference Item 02 - Establish Marine Access - Spec Section 5-1.45 - Please clarify as to what will be included for payment in this item. Will this item include payment for the following items (for example):

  1. Temporary docking facilities
  2. Temporary trestles to access piers in the water
  3. Mobilization to the job of all marine equipment: tugs, work boats, crew boats, work barges, Crane barges, material barges, derrick barges, and other special marine equipment.
  4. Daily operation and daily maintenance of all marine equipment: tugs, work boats, crew boats, work barges, crane barges, material barges, derrick barges, and other special marine equipment.

Establish Marine Access consists of the preparatory work and operations necessary to provide marine access to the jobsite for personnel, equipment, supplies and incidentals, including furnishing, erecting, maintaining and removing barges, trestles and other facilities.

In estimating the price of the bid item the Bidder should determine, based on the Bidder's assessment of the scope and scale of marine access, the number, type and size of equipment (i.e., barges boats, etc.) necessary to provide marine access to the jobsite. The bidder should then determine the scope of temporary docking facilities necessary (i.e., piers, trestles, maintenance sheds, etc.) to berth and maintain this equipment. The cost of mobilizing and dismantling the temporary docking facilities should be also considered.

204) There are a number of the micropile test borings at each end of the bridge where there will have limited overhead clearance for drilling. It looks like many of the borings at the west end have as little as 6 feet of clearance at high water. I have two questions concerning this: 1) Where there is not enough clearance for a "limited access" rig under the bridge, is it acceptable to drill on the side of the bridge, or to drill from the lower deck with a "limited access rig (assuming that having a drilling rig blocking a lane would not be allowed during peak access time). 2) Also considering a full size drill rig: Where there is not enough clearance for full size drill rig, is it acceptable to drill on the side of the bridge, or from the first deck in off-peak commute times?

We relocated the test borings such that the test borings can be drilled on the side of the bridge. See addendum # 7

205) Reference plan Sheet 134 of 414. Is it permissible to use threaded connections rather than welded splices on the 12-3/4" O.D. permanent steel casing?

Threaded connections are allowed for the 12 3/4" permanent steel casings. The permanent steel casings do not have to be designed for the same demands as the micro piles and comprehensive testing will therefore not be required of such mechanical splices. See Addendum # 7.

206)Reference Specification Section 5-1.45 "Establish Marine Access." This item on first glance appears to help the contractor with the large cash outlays he will have for mobilizing his marine fleet. However, as it is presently written, specifically the last paragraph, it creates problems when changes occur.

In both a. and b. below assume that the contractor has established that his marine fleet is sufficient and he completed 25% of the work ahead of schedule before the problems occur that cause the changes.

a. Assume the contractor is extended on the job an extra year as a result of contract changes and/or quantity over runs in excess of 25% (4-1.03B) in other contract items. Will there be an adjustment in payments in the "Establish Marine Access" item for monthly marine facility and equipment rental and monthly maintenance?

If the answer to this question Is no, then contractors will be hurt on quantity over runs. They would be Inclined to put only mobilization & demobilization money in the "Establish Marine Access" and the monthly rents and maintenance in the other contract items. Not Caltrans intent.

b. Assume the contractor is required to mobilize more and or new and different equipment as a result of changes in the character of the work (4-1.03c) in other contact items. Will there be an adjustment in payments in the "Establish Marine Access" item for this unanticipated mobilization, monthly marine facility and equipment rental and monthly maintenance and demobilization?

If the answer to this question is no, then how does the contractor get an fair adjustment for a changed condition short of going to court.? If the answer to both questions above is no then is it possible to change this item to "Mobilization of Marine Access" with a maximum pay amount and a pay schedule based on the first? pieces or sets of equipment to arrive ready for work, without any provision for monthly costs or demobilization.

a) No. Please refer to Addendum # 7. Payment for delays is made in accordance with Section 8-1.09 of the Standard Specifications, July 1992.

b) No. Please refer to Addendum # 7. For changes in the character of the work, please refer to Section 4-1.03B & C of the Standard Specifications, July 1992.

207) The contract specifications call for test borings to be drilled at very specific locations. However, due to low headroom, it is not possible to access many of these locations with conventional or even specialized drilling equipment from under the bridge deck. We find headroom constraints for the test borings at Piers A, 1-18, 62-70, and 71R-77R. All of these locations require one boring drilled between the existing shafts.

At these low-headroom locations, will Caltrans permit any of the following alternatives: 1) drilling through the bridge deck (requires night time lane closure or possibly deck closure), 2) substituting the boring to be drilled between the pier shafts with a boring drilled adjacent to one of the shafts (out from under the deck), or 3) substituting the boring to be drilled between the pier shafts with two borings-each drilled out from under the deck and adjacent to the shafts.

See Addendum # 7 that relocates the test borings such that the test borings can be drilled on the side of the bridge.

 208) On a previous inquiry regarding the rubber fenders, your office stated that foreign manufactured and supplied fenders were acceptable. With the new "Buy America" provisions, are foreign supplied rubber fenders still acceptable?

Yes, foreign rubber fenders are still acceptable. The "Buy America" requirements apply to all manufacturing processes for steel and iron materials furnished for incorporation into the work. Other than a minimal use of foreign steel and iron, these processes must occur in the United States. Please refer to Addendum # 8 dated June 9, 2000 for the "Buy America Requirements."

209) On project Richmond - San Rafael Bridge Retrofit, has there been any discussion of a tentative bid date?

The bid opening is August 8, 2000 by Addendum # 8 dated June 9, 2000.

210) Is an addendum coming out this week with a "hard" bid date?

The bid opening is August 8, 2000 by Addendum # 8 dated June 9, 2000.

211) What is the new bid date? When will this job "re-advertise"? Will this job bid in July? We can't do anything with this job until a new bid date is established. We would appreciate your response. May be its time for another site visit?

The bid opening is August 8, 2000 by Addendum # 8 dated June 9, 2000. The site visit schedule is shown at Inquiry # 2.

212) I am trying to find out the new Bid Date for the Richmond San Rafael Bridge.

The bid opening is August 8, 2000 by Addendum # 8 dated June 9, 2000.

213) Reference Section 10-1B.33 "Steel Structures" on page 336 of the special provisions. Can the A325 high strength bolts be mechanically galvanized in lieu of zinc-coated?

Either hot dip galvanizing (A153) or mechanical deposition (B695, Class 50) is acceptable per ASTM A325.

214) Reference plan sheet 999 of 1142. Are the high strength rods, nuts and plate washers zinc coated, galvanized, painted, or black?

High strength threaded rod and restrainer brackets shown on sheets 999 through 1004 of 1142 shall be cleaned and painted in conformance with the provisions in Section 10-1B.36 "Clean and Paint Structural Steel" of the special provisions. The nuts and washers shall be zinc-coated by mechanical deposition (ASTM B695, Class 50).

 

 215) We are a company certified by Cal Trans as MBE-DBE and federally certified by the SBA as SDB. We are interested in bidding as subcontractor on the above mentioned Project. Due to the size of the Project, we are considering entering into a joint venture agreement with another firm in a similar business. We would be doing a minimum of 60% of the work. The DBE goal on this Project is 14%. How would the company joint venture be evaluated in terms of meeting this requirement? Would 100% of the work the joint venture completed be credited towards meeting the 14% goal or only 60%?

The total dollar amount of the work performed by Caltrans-certified DBE companies will count toward the DBE goal of 14%. Hence, the dollar amount and worked perfomed by a non-certified DBE joint partner will not count. In the case described above, only 60% of the total dollar and the actual work performed by the DBE with its own forces will count towards the DBE goal of 14%.

216) Can you please verify that your listed Internet address is the correct internet address to access your website. For some reason we are having problems accessing this site.

http://tresc.dot.ca.gov/sfobb/rsru4inquiry.html is the correct internet

The correct web address is

http://www.dot.ca.gov/hq/esc/tollbridge/default.html?Rich-SR/Rich-SR.html

Note those capital letters count.

217) Please advise if this project is a federally assisted procurement using funds authorized by the Federal Mass Transit Act of 1964.

No funds from the Federal Mass Transit Act of 1964 are being used on this project.

 218) We are an American owned company with fabricating plants in Canada and United States who wish to participate on the above project. Would you please confirm if we qualify under the buy America Act to bid, supply, and fabrication of structural steel, on the basis that we would fabricate part in our Canadian plant and part in our United States plant. All our materials would be purchased from American Steel mills.

No. All manufacturing processes must take place domestically. Manufacturing is any process that modifies the chemical content; physical shape or size; or final finish of a product. Manufacturing begins with the initial melting and mixing, and continues through the bending and coating stages. If a domestic product is taken out of the US for any process, it becomes foreign source material. For more information please refer to the following website addresses:

http://www.fhwa.dot.gov///////infrastructure/progadmin/contracts/buyamgen.htm

http://www.fhwa.dot.gov///////infrastructure/progadmin/contracts/b-amquck.htm

 219) Due to the change in the Buy America Act, we respectfully request a 30-day extension on the above referenced solicitation. Although the package has been available for over twelve months tile presence, of' foreign competition precluded our committing the necessary estimating recourses to this effort. Since the receipt of addenda no. 8 we have worked diligently to complete our estimate. Unfortunately, the complexity of the work and the sheer Volume of take off effort are more than can be accomplished in tile time allotted.

This extension would allow a thorough research and a more accurate bid proposal thereby benefiting Caltrans with far more complete and competitive pricing, Please consider this request in the best interest of the project. 

 Your request has been considered. However, the bid opening remains August 8, 2000.

 220) This correspondence is sent in order to obtain clarification of the below listed within Addendum No. 2 the Engineer states that Special Provisions, Section 5-1.37 is modified to include the following wording. "A copy of the License Agreement (with Chevron Products Company) is attached..." Referenced "License Agreement" was not attached to Addendum NO. 2. Will Caltrans be transmitting said document under separate cover or are the provisions of said wording not applicable as the referenced document is not in the hands of the Bidders as stated?

A copy of the License Agreement is available by clicking here (in .pdf format).

 221) Is there a location where we can find all of the inquiries submitted by the various contractors for this project?

http://www.dot.ca.gov/hq/esc/tollbridge/default.html?Rich-SR/Rich-SR.html

222) We have heard that the 08AUG bid date will changed to a date in late August 2000. Can you confirm this?

No, the bid opening will not be changed. The bid opening is August 8, 2000.

 223) Reference plan sheet 134 of 414. Is it permissible to use threaded connections rather than welded splices on the 8-5/8" steel pipe reinforcement?

No. Please refer to Inquiry # 156.

224) Reference special provisions Section 10-1A.28 "Clean and Paint Structural Steel." In the Subsection "Cleaning," first paragraph and the Subsection "Measurement and Payment," the Engineer indicates that the scope of work covered under Bid Item No. 133 includes cleaning and painting of existing contact surfaces of high strength bolted connections, while the Subsection "Painting," last paragraph indicates that said work will be paid for as extra work if the connections contain "...rust, loose paint or other foreign substances, except loose dirt and dust..." Should the bidders assume that all those connections which contain substances warranting their treatment as extra work are included in the Engineers estimated quantity of work to be performed at Bid Item No. 133, and if they do in fact contain rust, loose paint or other foreign substances, other than loose dirt and dust, that such condition will be treated as a changed site condition warranting an offsetting reduction in the quantity of work at Bid Item No. 133?

Cleaning and painting of existing contact surfaces of high strength bolted connections that contain rust, loose paint or other foreign substances will be paid under Bid Item No.l33. See Addendum # 9.

225) We cannot find a requirement to coat the 66" diameter steel casings in Bid Item 152. Should they be coated? If so, for the full length or just through the splash zone?

No.

226) Due to offset of the new trestle L1 relative to existing trestle L, the theoretical clearance between the proposed 66" CIDH pile and the edge of the first inside girder where the deck removal limit is shown is only one inch. The relationship between U1 & U is similar. Because the girders are straight and only the ends fall on the curve, the theoretical clearance at midspan where the proposed piles are located is only 1/4 inch. Construction tolerances the existing structure make interference between the existing structure and the piles in their plan location a virtual certainty.

A) Is it the intention of Caltrans to drive 66" cylinder pile this close to structure carrying live traffic?

B) In addition, should Caltrans elect to deal with the engineering and design changes required to accommodate these conditions as they arise in the field, how will the contractor be compensated for delay?

A) We relocated all 66" CIDH piles 3" outward to provide more construction tolerance. The permanent steel casing for the cast-in-drilled hole concrete piling shall be installed as per the locations shown on the contract plans in the Addendum # 9.

B) We noted on the contract plans, the Contractor shall verify all controlling field dimensions before commencing the work. The steel casings shall not come in contact with the existing concrete trestle at any time. The Contractor shall be responsible for providing a means for controlling the location of the steel casings to protect the existing concrete trestle from damage during initial steel casing placement and during driving operations. All costs associated with installing the steel casing as shown on the plans shall be considered included in cast-in-drilled hole concrete piling and no additional compensation will be allowed therefor. See Addendum # 6.

227) Vertical interference exists beginning at about Bent 33 on the L1 line of the West Trestle, as the U line South Fascia overhangs the pile locations for the proposed 66" diameter CIDH piles on the north side of the L1. A problem arises in trying to install the shaft reinforcing cage as the lack of adequate headroom requires that the vertical reinforcing steel be installed in segments significantly less than the full length required. These segments will have to be spliced together.

A) What type(s) of splices will be allowed?

B) Will the splices have to be staggered?

C) In addition, the special provisions require that tremie concrete be placed beginning no less than 24 hours after completing the construction of the bedrock sockets. Due to the amount of work likely to be involved in installing these spliced rebar cages, 24 hours does not appear to be an achievable parameter. Please advise.

A) Please refer to Addendum # 9, additional special provisions section "Ultimate Butt Splices" with requirements for splicing of bar reinforcing in CIDH piles, outside the no splice zone as shown on plan sheet 661 of 1142, shall be either welded or mechanical ultimate butt splices.

B) In accordance with Section 10-1B.29 of the special provisions, splices in adjacent reinforcing bars at any particular section shall be staggered.

C) The Contractor shall have appropriate equipment and resources available to complete the work within the time period stipulated in the special provisions. Bid it in accordance with the contract plans and special provisions.

228) On sheet 627 of 1142 (Stage 1) there appears to be approximately 1'-3" between the inside edge of deck and the new 66" CIDH. By laying out the existing deck off of the U-line and the new CIDH off of the U1-line, the edge of deck is flush with the CIDH. This leaves zero tolerance to drive the pile. Is this your intent?

Please refer to response to inquiry # 226-B.

229) We have received the addenda no. 6 and we are aware of the change to the requirement for the 15-cycle test. Although this does widen the acceptance range for those particular tests' EDC value, it does not directly address any of the issues raised in our February letter. The current design yield force for the Type B isolator is 317 kips, twice the yield force of the largest bearing DIS has built to date. This combined with testing at real time makes it impossible for DIS to accurately predict the performance of such a large bearing.

Following is another option that may allow us to offer a bid for the above project:

Would it be possible to replace the one type B bearing that requires a yield force of 317 kips with two isolators, each 51" x 51" in plan and 157 kips yield force? This would allow DIS to manufacture isolator sizes much closer to that which has been made before.

Again, we would like to meet with you and/or the design team to review the options for the isolation bearings on this project.

The current design does not provide for the contractor-suggested option. Please refer to Addendum # 9.

230) I am trying to find out the new Bid Date for The Richmond San Rafael Bridge. Also will new drawings be issued?

Please refer to Addenda # 8 and # 9.

231)Regarding special provisions Section 10-1B.24 "Seismic Isolation Bearing." Addendum 6 revised criteria number 4 in the fourth paragraph under "Prototype Testing." Please revise the degradation requirement so that the degradation after the 6th cycle to the 15th cycle shall generally continue to reduce.

Please refer to Addendum 9.

232) Pier 58 isolators are in pairs with common sole plates to the two isolators. We request that the detail be changed so that the isolators have individual sole plates.

It is understood that two individual bearings will need to be manufactured and tested separately and then made into one bearing assembly as shown on the contract plans. Each individual bearing can have its own sole plates provided that they are properly attached to the common sole plates as shown on the contract plans. It is recommended that the two individual bearings be connected with the common sole plates using countersunk bolts that do not interfere with the truss shoe and base plate.

233) Note 2 on plan sheet 874 of 1142 states "Bevel top sole plate of isolator bearing as required to adjust for leveling requirement." We request that this note be deleted and other means used to level such as a separate bevel plate be used.

It is not uncommon to incorporate beveled sole plates into the vulcanized bearing assembly. Nonetheless, the Contractor may propose alternate methods to satisfy bevel requirements in their work drawing submittal for approval by the Engineer.

234) The isolator specifications require that the bearings comply with AASHTO 1991 Guide Specifications. Please confirm that this will not be updated to the latest revision of the Guide Specifications in 1999.

Contractor shall comply with contract requirements that refer to AASHTO 1991 Guide Specifications.

235) The isolator specifications require that side cover be minimum thickness of 0.5 inch of the same elastomer as specified for the elastomeric bearing. We request that "of the same elastomer as specified for the elastomeric bearing" portion of the requirement be deleted.

Refer to Addendum # 9. Contractor's attention is directed to the table in Section 10-1B.24 "Materials" subsection. All elastomer including interior rubber and cover rubber shall satisfy minimum requirements for ozone resistance as noted in the table.

236) The isolator ASTM test D 624 is termed, "Rubber to Metal Tear Strength." We request this be changed to read "Rubber Tear Strength."

Please refer to Addendum # 9.

237) We request Isolator Prototype Test acceptance criteria 3 tolerance on Keff be increased from 10% to 15%.

Please refer to Addendum # 9.

238) We request that the following items be deleted from the requirements for isolator working drawings: Information on space requirements for installation equipment, Welding procedures and weldability analysis for all welded materials, and Non-shrink grout mix designs.

No. All items are required for the working drawings. Division of work on a particular pay item is the responsibility of the Contractor.

239) We request clarification of Supplemental Calculations item 3 for the isolators. This appears to require the isolation system supplier to provide an analysis of the isolated structure. The contract documents do not provide any details for this type of analysis.

Please refer to Addendum # 9.

240) There are many requirements for welding and testing of welds in the isolator specification. During the manufacture of the isolator bearings a cap is welded into place over the lead core. We would like clarification on which, if any, of these welding specifications would apply.

Contractor shall comply with welding requirements as noted on the plans and in the specifications. Unless otherwise specified, all welds are to comply with AWS D1.5.

241) The specification requires that the isolator bearings be tested at the SRMD on the University of California, San Diego campus. We believe that the SRMD has been experiencing problems with its testing schedule. We would like to verify that the isolator bearings will be tested at the SRMD.

Please refer to Addendum # 9.

242) The specification requires that the seismic isolation bearing system includes sole plates, base plates and anchorage components. We request that the sole plates, base plates and anchorage components be removed as a requirement to the seismic isolation bearing system and be made the responsibility of the general contractor. Additionally, if this requirement is not removed, we request clarification as to whether the general contractor or the supplier of the seismic isolators will be responsible for changes to these items as a result of actual field measurements.

No. The sole plates, base plates and anchorage components are included in the seismic isolation bearing system. Division of work on a particular pay item is the responsibility of the Contractor.

243) Clause 2-1.06, Escrow of Bid Documentation states in part: " The bidder shall include with the proposal, the identification of the bidders representative authorized to present the bid documentation and the persons responsible for preparing the bidder's estimate. Will Caltrans provide a form for the bidders to do this?

No. See Addendum # 9.

244) Does the "Buy America" clause pertain to Viscous Dampers?

Yes, "Buy America" requirements of the Surface Transportation Assistance Act of 1982 (Section 165) and the Intermodal Surface Transportation Efficiency Act of 1991 (ISTEA) Sections 1041(a) and 1048(a), pertain to Viscous Dampers.

245) Please fax me a list of the prequalified suppliers for Viscous Damping Devices per section 10-1B.27 of Contract No. 04-0438U4.

Please see answer to Inquiry # 173.

 246) If DBE information is not submitted with the bid, the apparent successful bidder (low bidder), the second low bidder, and the third low bidder shall submit DBE information to the Department of Transportation..etc... so the information is received by the Department no later than 4:00 PM on the fourth day, not including Saturdays, Sundays and legal holidays following the bid opening. Caltrans Bidder DBE Information Form (part of bid documents) states: "DO NOT DETACH, This information shall be submitted with your bid proposal" Which is correct?

 Please refer to Addendum # 9.

247) How does CalTrans intend to address the issue of the Pile-drivers wage rate? Now that the membership has rejected the contract for wage rates, what rate will apply?

The issue of Pile-drivers wage rate is not under the control of Caltrans nor is the status of labor negotiations. The contractor and any subcontractor is responsible for compensating each craft according to the appropriate prevailing wage, per section 5-1.02 Labor Code Requirements of the contract Special Provisions.

248) After reviewing the new bid documents included with addendum No. 8, I noticed the California Company Preference certification was not included. Is the intent of Caltrans to no longer require this certification to be included with the Richmond-San Rafael bid documents?

This project is now a "federal-aid construction project" and the California Company Reference Certification no longer applies.

 249) For DBE and DVBE compliance, what kind of good faith effort is required? Specifically, when should notices be published, where should they be published, how often should they be published, how long before the bid is submitted should they be published?

This project is now a "federal-aid construction project" and the DVBE no longer applies.

The criteria for a good faith effort for DBE participation is stated in 49 CFR 26, Section 26.53 and Appendix A to Part 26 - Guidance Concerning Good Faith Efforts. The criteria language is very lengthy

When should notices be published? The DBE statutes state that publications should be placed with sufficient time to allow the DBE to respond to the solicitation, unless time limits to submit the bid are imposed by the awarding department.

Where should they be published? The DBE statute requires in trade publications and one that is used by DBEs.

How often should they be published? At least once.

How long before the bid is submitted should they be published? Publications should be placed with sufficient time to allow the DBE to respond to the solicitation, unless time limits to submit the bid are imposed by the awarding department.

250) Addendum #9 includes wages rates, which are already incorrect. The Piledrivers Local #34 membership voted last week to not ratified their wage agreement. Due to the large quantity of Piledriver/Diver man-hours contemplated for this contract we believe that an indexed rate at a minimum, must be provided by CalTrans prior to the 08AUG2000 bid date. The latest wage rates issued by CalTrans for Divers in Addendum # 9 are based upon 01JUL96-wage decisions and the Piledriver wages are from 01JUL97 (see page 5 of wage rates furnished with add. #9). What are the wage rates to be used on this contract for Piledrivers and for Divers?

The wage rates included in Addendum 9 are the most current and are correct. Please keep in mind that these are federal minimum wage rates. The wage rates for piledrivers and divers varies from one geographic location to another and depending on the extent of the work so long as the wages paid are equal or more than the federal wage rates.

251) Reference Standard Specification Section 50-1.08, requiring 10 days cure prior to post-tensioning cast-in-place concrete. Will this requirement be waived for the cast-in-place pour between precast girders? Enforcement of this requirement may add 160 days to the girder erection schedule.

Refer to special provisions 10-1B.11 "Precast Concrete Girder Construction" paragraph entitled "Closure Joints" for the requirements of closure joint concrete. The 10-day cure period is not required for closure joints. The referenced paragraph ties concrete cure strength requirements at the time of longitudinal post-tensioning and opening traffic.

252) Reference precast concrete girders. Deflections due to creep, shrinkage, dead load and prestress forces will require the precaster to adjust precast dimensions to meet required profile grade. Standard practice is to cast girders using a flat soffit and to vary the deck elevations as required. Is it acceptable to reduce or increase deck thickness to achieve profile grade? If not, the only other option is using very expensive adjustable forms.

The thickness of the deck may not be varied from the plan dimensions. The precast concrete girders must be cast to produce the required roadway geometry.

253) Reference sheets 754 and 757. On all other sheets showing elevations of precast concrete jackets the limits of the concrete coating are shown with reference to the Notes. On sheets 754 and 757 no limits are shown on the Partial Elevation. However, the Note states "Concrete coating shall be applied to the exposed surfaces of the precast concrete panels." Please clarify.

All panels shall be coated.

254) Reference precast concrete jackets. Do the limits of the concrete coating include the top and bottom horizontal surfaces of the precast, if exposed, including surfaces adjacent to expanded polystyrene?

The limit of the concrete coating does include all top and bottom horizontal surfaces of the precast segment. That also includes the surfaces adjacent to expanded polystyrene.

255) Reference Contractors Inquiry Responses posted on the Internet, Question #214. Please confirm the restrainers at the Main Span floor beam connection retrofit are Structural Steel and not Miscellaneous Metal (Restrainer-Rod Type). Contractors Inquiry Response #133 indicates Miscellaneous Metal (Restrainer -Rod Type) occurs only at the Approach Spans.

Yes. The high strength threaded rod connections shown on sheets 999 through 1004 of 1142 are included in the pay item 188 "Furnish Structural Steel (Bridge)(Superstructure)."

256) I am interested in bidding only on the items pertaining to correlating the engineer's estimate sheet with the text in the special provisions. The last two pages of addendum 9 are the engineer's estimate sheets. I am interested in item codes 047875 (test borings substructure), 047953 (micropile superstructure), and 047954 (test borings superstructure). I tried to find where these bid items are described in the Special Provisions. The only think I can find is 10-1B.04 (Test Borings, Page 250 of the Contract Documents).

What concerns me is that I cannot directly tie the three bid item codes I want to bid on to the Special Provisions. Shouldn't the numbering in the Special Provisions correlate with the bid item numbers? Is there a way to correlate the bid item numbers with the special provisions numbering?

The Bid item codes are used by Caltrans to track items costs over many projects. There is no correlation between item codes and the Section of the Special Provisions detailing the work. For your information, The test borings are located in Sections 10-1A.07, and 10-1B.04. Micropiling would be located in Sections 10-1A.08 and 10-1B.05 Please note that references affecting this work maybe contained in various other plan and specifications sections and a complete review of the contract documents is necessary.

257) The two following structural shapes are not produced domestically; W14x550 and W14x426. The value of these two items exceeds the 1/10th of 1% of the contract value and exceed $2500. If the North America Free Trade Act (NAFTA) is applicable to this contract or is inclusive to the Buy America Act then these items would be acceptable for this contract. Is NAFTA applicable to this contract?

No. NAFTA does not apply. Please refer to Section 55-2.02 "Structural Steel" of the Standard Specifications for provisions which allow welded sections to be substituted for the rolled shapes in question.

258) Are the gusset plate support angles a typical requirement for both new and existing conditions? b) If they are not shown or are not specifically called out with notes 1 and 2 on sheet 368/503, do we include?

Yes. Gusset plate support angles are requirements for both new and existing conditions.

If they are not shown or are not specifically called out with notes 1 and 2 on sheet 368/503, do we include?

No. What is shown or what is called for is what is to be provided.

259) Reference plan sheet 286 of 503, Notes 12. Excluding the actual viscous damper, are all other materials shown on drawings 285 through 288 galvanized? If not, what portion of the work is considered the Viscous Bracket Assembly and will be requiring galvanizing?

The viscous damper connection bracket assemblies located at top of Pier 19 concrete shaft and at 289-ft truss spanning from panel points L1 to L2 will not require galvanizing. These bracket assemblies shall be cleaned and painted in conformance with Section 10-1B.36 "Clean and Paint Structural Steel" of the special provisions.

260) Will Caltrans change the requirement in the prototype test result section, item 3 last sentence, from "...shall be within 10% of the value of Keff as shown on plans," to 15%?

Please refer to Addendum # 9 dated July 20, 2000.

261) The testing section requires that all testing of prototypes and production isolators be done at SRMD, at the design period shown on the plans (2.07 sec - 2.28 sec), or at a period as determined by the Engineer. Will Caltrans allow the testing period to be pseudo static to verify compliance with the specified properties? DIS is an approved Caltrans testing facility and has the capacity to fully test all isolators at pseudo static velocity. The DIS test rig is regularly calibrated by an independent firm, to ASTM E4.

Please refer to Addendum # 9 dated July 20, 2000.

262) At piers 19 and 61 there is a requirement that the top sole plate of the isolator to be "...beveled as required to adjust for leveling." Can this bevel be done on a separate plate, which could be installed between the jacking plate and the sole plate?

Yes. The details should be included in working drawing submittal for approval by the Engineer.

 

263) For certain post-tensioning in superstructure, prestressing notes contain the following note:

"Post tensioning anchorage reinforcing steel is not shown. All anchorage reinforcing steel shall be designed by the Post-Tensioning Manufacturer and shall be considered as included in the cost of the Precast Concrete Girder."

1) Can we assume that the grillage and rebar per Standard Sheet B8-5 will as usual be included in the bid item for reinforcing steel and the note only applies to any additional reinforcing steel which may be required for the specific post-tensioning system?

2) Most post-tensioning in substructure show single H. S. bars for illustration only, particularly since at least at this time only one supplier could supply the 2 1/2" bar. Considering that in the past similar applications (e.g. tiedowns) have been done with strands rather than bar tendons, can we assume that strand tendons can be used provided the same post-tensioning force is supplied?

Furthermore, in almost all cases where H. S. bars need to be coupled, the specified core hole diameter is not adequate for H. S. bars. It would be for a strand system.

1) Standard Detail B8-5 does not apply to the reinforcing of either alternative of the precast concrete girders of the West Approach spans. The note applies to additional reinforcing steel that is required for a specific post-tensioning system (spirals, etc.). Diaphragm reinforcing steel of the precast concrete girders is detailed in the plans.

2) No. It can not be assumed that a strand tendon providing the same prestress force can be substituted for the 2-1/2 inch HS bars (A722) shown on the plans. The 2-1/2 inch bars at the pinned base assemblies for the main span bents and bents 30 and 44 are partially prestressed. Insufficient steel area would be provided if strands with the same prestress force were substituted for the 2-1/2 inch HS bars.

The 2-1/2 inch HS bars used for anchoring the uplift dampers have an exposed free length that must resist tension and compression. Strands would not provide sufficient stiffness to resist buckling.

At other bent locations, smaller HS bars are used to anchor steel tower bearing assemblies and column restrainer brackets. The anchorage details of a strand tendon may not necessarily be compatible with the requirements and details shown for the anchorage assemblies.

264) Reference plan sheet 331 of 503, Detail 4. Are the steel spherical washers a round plate washer made of A709 grade 50 steel? If this is a Belleville spring washer, please clarify.

The steel spherical washers shown on sheet 331 of 503 are case-hardened steel combined sets. In the two-piece combined set, the male and female halves perform like a ball and socket. The diameter of the hole in the female (concave) half is larger than the hole in the male (convex) half. This allows for movement required to correct a minor misalignment of parts being bolted together. The spherical washers shall be zinc-coated by mechanical deposition (ASTM B695, Class 50). The suppliers of the spherical washers include McMaster Carr Supply Co., Grainger Industrial Supply, and White Cap Industries.

265) Specification Section 2-1.02B - SUBMISSION OF DBE INFORMATION. Addendum 9 for the referenced project has changed the requirements for submittal of DBE information. Prior to Addendum No. 9, the required DBE information could be either submitted with the bid or no-later-than 4:00 P.M. on the fourth day following the bid opening. The addendum change now only allows submittal of DBE information with the bid proposal. This now makes it virtually impossible to provide all of the required DBE information because written confirmation in the form of a DBE's quotation must be submitted as proof of participation in the contract. Most all bid proposals are sent with company bid runners the night before the bid opening to ensure arrival into the Sacramento area. Many if not all, formal bid quotations with company letterheads are faxed with the initial and then final pricing within the last two to three hours of the bid submittal. There is just no conclusive way to ensure that any of the faxed quotations from DBE's could be forwarded to the bid runner to be included in the bid package.

How do you suggest that this DBE information be included with the bid? The original alternate method to allow submittal within four days following the bid opening is a much more realistic approach to providing the Department with this information, therefore, we strongly urge a review of the changes made in Addendum No. 9 and revert back to submitting the required DBE information as originally allowed.

The requirement to have the general contractor available, by phone, the day after the bid opening is reasonable but to make the bidders assure that listed DBEs are available, by phone, the day after the bid will simply not happen. Even though a subcontractor or material supplier may be listed by a general contractor, the control of individual companies being available cannot be assured. We ask for review of this requirement even if the alternate DBE information submittal period is reinstated to four days after the bid opening.

Please Refer to Addendum # 10 dated July 27, 2000.

266) The bidders may have difficulty turning in all DBE information, such as written confirmation that the DBE, is participating in the contract, last minute DBE quotes, conversation notes, etc. at the time of bid due to logistics. Will the Department accept these last minute inclusions to the bidder's DBE information after the bid opening?

Please Refer to Addendum # 10 dated July 27, 2000.

267) The statement found at the beginning of Contractor Inquiry Responses is fairly explicit in saying "responses to contractor's inquires is not to be construed in any way as a waiver of the ... contract requirements." Are there any plans to incorporate the Contractor Inquiry Responses as part of the contract after award?

Please refer to section 2-1.03 of the Standard Specifications. While they are not a part of the plans and specs, they are available to the contractor for his use in preparing his bid, just like the As-Built plans, field visits, information that is shown in plans, and Additional References mentioned in the Special Provisions. The contractor should make use of all of them in preparing his bid.

268) Will Caltrans allow two isolators 45.5" dia. mounted to a base plate 66"x95" to be used in place of one Type 2 isolator which is currently shown on a 66"x80" base plate?

The Contractor should bid work as provided in bid documents.

269) At Pier 58 the sole plate shows two isolators attached to the one plate. Since there is a continuos plate above and below the sole plate, would it be acceptable to have one sole plate per isolator? This would essentially cut the sole plate shown in half, making the manufacturing and testing methods consistent with all the other isolators.

Yes. It is acceptable to provide separate sole plate for each individual isolator. However, attachment details of the sole plate to both the truss shoe plate and the base plate will have to be modified so that bolt pattern will be symmetrical to the centerline of pin and bearing. Sole plate shall be attached to both the truss shoe plate and the base plate with HS bolts along all 4 sides of the sole plate. The Contractor shall submit working drawings detailing connection modifications to the Engineer for review and approval. If approved by the Engineer, cost for the proposed change will be at the Contractor's expense and included in the cost of the item of work involved.

270) Please let us know how to acquire a copy of the Geotechnical Report

Copies of the Geotechnical Report for the Richmond-San Rafael Bridge are available for purchase from Blue Print Services in Oakland, CA. Telephone number (510) 287-5485. Also, they are available for review at the Office of the Toll Bridge Duty Senior at District 04, 111 Grand Avenue, Oakland, Ca 94612, telephone: (510) 286-5549.

 271) Caltrans Contract No. 04-0438U4 was put out for bid on several occasions and the last solicitation was on or about August 1999. Section 10-1A.28 is issued on July 20, 2000 has made a radical change to the bid document by adding a requirement for QP1, QP2, QP3 certification. The process of becoming QP1, QP2, QP3 certified by SSPC normally takes nine months to a year. Addendum No. 9 requires a non-certified contractor to become certified in jus 18 calendar from the issue date of Addendum No. 9.

We request that the QP1, QP2, QP3 requirement be withdrawn to avoid potential for a bid protest.

The certifications for "Clean and Paint Structural Steel" cited in Addendum # 9 are required for this project. These certifications must be obtained not later than commencement of the contract items subject to certification. Please refer to WEB site "www.sspc.org/site/cert/QP1.html" for information required to obtain certifications.

 272) I need to obtain a copy of the "Caltrans Report on Paint Thickness", dated 8/99, on the Richmond/San Rafael Bridge (contract # 04-0438U4 ) as soon as possible.

A copy of the Paint Thickness Report, August 1999 is available by clicking here (in.pdf format)

 273) In Section 10-1B.28, "Clean Concrete" of the special provisions the water blasting criteria listed seems inadequate. A pressure of 10,000 psi is within the industry norms but limiting the volume to 2.5 GPM is seriously under volume. A volume of 2.5 GPM is next to nothing based on the type of cleaning Caltrans is asking for. Is this something that Caltrans can re-evaluate and provide a response on?

Attention is directed to the second paragraph in Section 10-1B.28 "Clean Concrete" of the special provisions. The Contractor may propose other cleaning methods for approval by the Engineer. Please bid per the current plans and specifications.

274) Reference precast concrete jackets. If within the limits of the concrete coating as shown on the plans, does the inside surface of the jacket opposite the existing diaphragm get coated?

Concrete coating is to be applied to both inside and outside exposed surface of the precast concrete jackets with the limits of the concrete coating shown on the plans.

275) Response to question 257 refers to Section 55-2.02 of the Standard Specifications, which allows welded sections to be substituted for rolled shapes. However, the special provisions, page 212, Section 10-1A.24 states that welded sections may not be substituted for rolled shapes. Please clarify.

Please bid per the current plans and specifications.

276) Special provisions page 212, Section 10-1A.24, states "Steel for flanges and webs of link beam members and the flange plates with flange reduction shall conform to the requirements of ASTM Designation: A709 Grade 50T2 and the following supplementary requirements S2, S5, S14, S83, S91, S93." This section also states "Steel for flanges and webs of link beam members and flange plates with flange reductions shall satisfy the requirements for Testing Zone 3 when tested in conformance with ASTM Designation A709, Supplementary Requirement-S83, "Non-Fracture Critical, T, Material," What testing zone applies to "steel for flanges and webs of link beam members and the flange plates with flange reductions" for non-fracture critical steel- Zone 2 or Zone 3? What Supplementary Requirements are required for steel for flanges and webs of link beam members and the flange plates with flange reductions- S2, S5, S14, S83, S91, and S93? A709 does not have Supplementary Requirement S14 (Bend Test). Is the S14 from ASTM A6 the Supplementary Requirement referenced and is it acceptable?

The non-fracture critical impact test shall conform to Zone 3 requirements. Supplementary requirements S2, S5, S14, S83, S91, and S93 in ASTM A709 are required for steel for flanges and webs of link beam members and the flange plates with flange reductions. Standardized supplementary requirement S14 is listed in ASTM A6.

277) Special provisions, page 212, Section 10-1A.24, states "Steel for flanges and webs of link beam members and flange plates with flange reductions shall satisfy the requirements for Acceptance Standard-Level III when tested in conformance with ASTM Designation: A578." In ASTM A578, under Scope, paragraph 1.1, it states "This specification covers the procedure and acceptance standards for straight-beam, pulse echo, ultrasonic examination of rolled carbon and alloy plain and clad steel plates." Rolled section wide flange beams are not included in the Scope. Domestic suppliers of the rolled WFB sections for this project have stated that they will not perform nor guarantee UT testing results, and that failure of their products to meet a UT requirement is not grounds for a claim or a rejection of material. Is UT testing required for rolled WFB sections? Current ASTM Acceptance Standards are Levels A, B or C. We understand Level C is the same as the previous Level III designation. For sections welded from plate, is Level C acceptable?

UT is required for rolled shape flange plates with flange reductions. The current ASTM acceptance standard, Level C, is the same as the previous Level III designation.

278) In Contractors Inquiry Responses question 151 asks about the 60ksi maximum yield for moment frame towers with flange reductions. This project is Buy America. The only domestic producers of WFB rolled sections are electric furnace mills using scrap. Scrap based electric furnace mills can not control chemistry (and therefor physicals) as precisely as an integrated mill which melts iron ore. The domestic electric furnace mills will not guarantee a 60 ksi maximum yield. Caltrans issued an Addendum 9 wherein a maximum yield of 65 ksi is allowed for Grade 50T. Per page 7 of Addendum No. 9, "If the yield of the material exceeds 65 ksi, the temperature for the CVN impact value for acceptability shall be reduced 15 deg F for each increment of 10 ksi above 65 ksi." This is essentially A709, Table S1.2, Footnote B. Will Caltrans reconsider the 60 ksi max yield for moment frame towers with flange reductions and allow A709 Grade 50T2 impact values of 15 ft lbs @ 40 deg F, 65 ksi maximum yield, and allowing Footnote B of Table S1.2?

No. The steel flange plates with flange reductions for the moment frame towers shall have maximum yield strength no greater than 60 ksi.

279) On page 212, Section 10-1.A.24 of the special provisions, under "Check Testing," it states the "Check samples shall be furnished for each heat of each thickness of plate used for flanges and webs of link beam members, flange plates with flange reductions, and each size of rolled shape."

Are check samples required for web plates on welded sections that have flange reductions, or only the flanges of those welded sections?

Are check samples required for only those rolled shapes that are link beam members, or for all rolled shapes, regardless of location?

Does "each size of rolled shape" mean by beam depth only, beam depth/section weight only, or beam depth/section weight/length?

Check samples are required for the flange plates only on the welded sections that have flange reductions.

Check samples are required for all rolled shapes, regardless of location.

"Each size of rolled shape" means by beam depth/section weight. For rolled shapes used for flange reductions members the "size" means by beam depth/section weight/length.

280) Per Section 10-1.A.24 of the special provisions, the steel specification required for rolled wide flange beam sections is ASTM A709 Grade 50. Section 55-2 and ASTM Supplementary Requirement S83 are also referenced, which require longitudinal Charpy V-notch tests, tested per ASTM A673. Caltrans job specifications state that steel for "flanges and webs" of some members must meet the required impact values. Fig. 2 of ASTM A673 shows the longitudinal Charpy impact testing location for rolled shapes to be on the outer edge of the flange only.

Is testing per A673, Fig. 2 (flange only) acceptable?

Please confirm that core testing at the web/flange juncture is not required on this project.

The CVN test location for rolled shapes is on flanges only.

There are no core testing at the web/flange juncture required per ASTM A709 and A673.

281) Reference plan sheet 38 of 414 and proof testing under micropiling of the special provisions. The special provisions state " the engineer will conduct proof tests after the first micropile has been installed in a given pier.... one additional micropile at a given pier will be...proof tested." Do you want 2 tests per pier or 2 tests per bell? You provide test data for each bell on the micropile test data sheet.

There shall be two proof tests at a given pier in accordance with the contract plans and special provisions.

282) There appears to be a conflict between the maximum Seismic forces shown on the plans and the Keff value shown on the plans. The Keff has been given an acceptance range of plus/minus 15% in Addendum 9. The plans currently show a value for Fmax that is the product of the design Keff and the design displacement, which does not allow for the design Keff to be exceeded by 15%. The resultant of these two requirements is that the tested Keff value must be within 0% and -15%. This is not consistent with the performance requirement for the Keff as stated in Addendum 9. It appears that either the Fmax values need to be increased by 15% or the design Keff values need to be reduced by 15%.

The Fmax value is the maximum force for a given lateral force-displacement characteristics loop shown on the contract plan sheet 884 of 1114. Since the Keff has an acceptance range of plus/minus 15% per addendum 9, the actual allowable maximum force corresponding 1.15 Keff is 1.15 Fmax under the maximum seismic lateral displacement Dt specified on the contract plan sheet 884 of 1114.

283) 129 of 1142, Sheet E-28, General Notes #5, "Contractor is responsible to repair electrical equipment in the event of damage or failure without cost to the owner." Is this all-existing equipment, I.E. foghorn, fog detection, navigation lighting, various electrical equipment & circuit breakers?

The Contractor is responsible for repairing any damage caused by the Contractor to the electrical system or equipment. This includes all existing equipment such as fog horns, navigational aids, control panels, generators, circuit breakers, etc.

284) As a subcontractor bidding to the Prime Contractors, how can we find out the bid results and the listing of the subcontractors for this bid on Tuesday? Will there be a website posting Tuesday afternoon or is there a recorded message? Both the Primes and CalTrans are unlikely to be in a position to answer perhaps a hundred calls in person. We understand that with any bid, especially one of this size, that CalTrans will not be able to confirm a successful bidder - only an "apparent low" but we are, understandably, very anxious to learn the results.

Please refer to Inquiry # 160.

285) Special provisions Sections 10-1A.28 and 10-1B.36 "Clean and Paint Structural Steel" include conflicting requirements with respect to the grade of blast cleaning to which metal surfaces are to be prepared. The fourth paragraph states that said surfaces are to "...cleaned in conformance with the requirements in Surface Preparation Specification No. 6 "Commercial Blast Cleaning" of the SSPC: The Society for Protective Coatings," while the first paragraph of the Subsection titled "Cleaning" states that the same surfaces are to be cleaned"...in conformance with the provisions of Surface Preparation Specification No. 10 "Near White Blast Cleaning" of the SSPC: The Society of Protective Coatings." Given that the physical properties of the paint undercoat will be achieved by cleaning to No. 6 "Commercial Blast Cleaning," and that to prepare the surfaces to the No. 10 "Near White Blast Cleaning" would afford no benefit to the State, the bidders must assume that the requirement for the former (ie. No. 6) would prevail over the latter (ie. No. 10). Please clarify.

No. The paragraph referencing Surface Preparation Specification No. 6 is an amendment to the Standard Specifications. Therefor, this paragraph is considered as a requirement of the Standard Specifications and does not take precedence over additional requirements of the special provisions. The paragraph under subsection "Cleaning" regarding requirement to conform to Surface Preparation Specification No. 10 is not an amendment to the Standard Specification but is an additional requirement of the special provisions and therefor has precedence.

 

Please note:

Response to inquiry # 26 was revised on 11/09/99

Response to inquiry # 29 was revised on 11/15/99

Response to inquiry # 68 was revised on 12/07/99

Response to inquiry # 29 was revised on 1/06/00

Response to inquiry # 62 was revised on 1/28/00

Response to inquiry # 173 was revised on 2/23/00

Response to Inquiry # 208 was revised on 6/14/00

 Response to Inquiry # 116-a was revised on 7/20/00

Response to Inquiry # 142 was revised on 7/20/00

Response to Inquiry # 213 was revised on 7/28/00

Response to Inquiry # 214 was revised on 7/31/00

Response to Inquiry # 160 was revised on 8/7/00