1) Do you have any detailed drawings for the large diameter piles so we can assess if castings would be a possibility?

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

ALL VISITORSMUST BRING THE FOLLOWING SAFETY EQUIPMENT FOR BOTH DAYS:

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

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?

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

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

7) Is it OK to videotape during tour?

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

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?

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?

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?

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.

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.

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

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?

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?

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.

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?

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

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?

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

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?

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?

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

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

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.

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.

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.

35) Reference sheet 756 of 1142. Should Pier 75 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

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

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

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

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?

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?

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.

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.

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?

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.

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.

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.

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

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.

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.

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.

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.

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.

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.

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?

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.

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?

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?

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?

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?

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.

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?

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?

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.

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?

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?

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

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.

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?

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.

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?

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.

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.

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.

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.

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.

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.

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.

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

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

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.

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

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

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.

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.

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?

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?

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

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?

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?

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

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

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

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

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?

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?)

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?

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.

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.

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?

108) Please confirm added framing shown on plan 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)."

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?

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?

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?

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?

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?

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?

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?

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?

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?

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?"

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)?"

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?

122) What are the criteria for coastwise trade determination for qualified barges?

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?

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.

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.

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.

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?

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.

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

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)".

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?

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?

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?

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

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.

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?

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.

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.

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.

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?

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?

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.

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.

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

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.

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?

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?

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?

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.

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?

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?

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

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

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.

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?

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.

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?

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.

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.

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.

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).

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?

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.

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?

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.

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.

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?

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).

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

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).

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?

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?

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.

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.

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 p