California Department of Transportation
 

Contract 10-300164

The responses to bidder's inquiries, unless incorporated into a formal addendem to the contract, are not a part of the contract and are provided for the bidder'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 availability or use of information provided in the responses to bidder's 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.

Q) Are cross sections available on this project? If so, please forward the information so that they can be ordered.

A) Cross sections are available at Stockton Blue Reprographics, 1421 N El Dorado St, Stockton, (209) 464-8724.


Q) Is there a"Materials Information" package available for this project? We requested it but did not receive anything.

A) The information included in the "Information Handout" is listed in Section 5-1.17, "Project Information," of the special provisions. The Information Handout should be available with the purchase of a Bidder's package. If you have not received it yet, please request it again.


Q) The as-built typical sections on the inside shoulders of 205 (plan sheets 2-9) do not clearly show the type of material used or the depth of each layer of material used to construct the shoulders in the original construction contract. Are existing as-built drawings available for review?

A) Contractors must fill out a Public Records Act Request form to get copies of as-built drawings. You may contact the District 10 Project Records Center at 209-948-7934 for more information, or to make an appointment to inspect the plans.


Q) Item 35 Remove Concrete Barrier - 10,900 meters I don't see where any concrete barrier gets removed. There isn't anything listed in the Summary of Quantity pages. I don't any barrier removal on the layout pages. Could you direct me to the removal of concrete barrier?

A) Please refer to the table entitled, "Temporary Railing (Type K) and Traffic Screen" for Stage Construction Quantities, Sheet SCQ-4 (sheet No. 129 of the plans). The column headed "Remove Concrete Barrier" provides quantity and location information for Item No. 35, "Remove Concrete Barrier."


Q) The staging plan view on Sheet 354 shows the stage 2 and stage 3 approach slabs to be of type R (9D). this is inconsistent with the details shown on sheet 351. Please clarify.

A) Please refer to Addendum No. 1, issued December 22, 2005, for revision to Project Plan Sheet 354.


Q) How has it been concluded that material within the project limits has not been determined or designated to contain aerially deposited lead when both the site investigation reports provided by the Materials Information handouts indicate otherwise?

A) Please refer to Addendum No. 1, issued December 22, 2005, for revision to Special Provisions Section 10-1.37, "Material Containing Lead."


Q) "Material within the project limits does not require special disposal" Materials Information handouts indicate areas that could require special disposal. What is the definition of special diposal in this case? If special diposal is required how will the contractor be compensated?

A) Please refer to Addendum No. 1, issued December 22, 2005, for revision to Special Provisions Section 10-1.37, "Material Containing Lead."


Q) Please provide the dimensions for the column casings at the Tom Paine Slough Bridge (Sheet 431) and Grant Line Road Bridge (Sheet 504). The approximate thickness and circumference dimensions have not been provided for either bridge.

A) Please refer to Addendum No. 1, issued December 22, 2005, for revisions to Project Plan Sheets 431 and 504.


Q) With reference to Sheets 431 and 504, please post the thickness of the column casings or reference a page number on the drawings where it can be found

A) Please refer to Addendum No.1, dated December 22, 2005.


Q) With reference to Sheets 431 and 504, please post the dimensions of the cross section of each existing column that takes a casing.

A) Please refer to Addendum No.1, dated December 22, 2005.


Q) With reference to Sheets 431 and 504, please post the x and y dimension (the dimension from the face of the existing column to the inside of the column casings.This dimension is necessary for determining the geometry of the casing to fit the column.

A) Please refer to Addendum No.1, dated December 22, 2005.


Q) On page 419 and 444 the log of test boring 02-1 is shown. On page 419 the note states that ground water was not measured. The note on page 444 states that no ground water was encountered. Which is correct?

A) Reference boring 02-1. Page 419 states "Note: Ground water not measured during field investigation." Page 444 states "Note: No ground water encountered during field investigation." So noted.


Q) Is ground water expected to be encountered during construction of the CIDH Concrete Piles? There is no wet hole specification included in the Special Provisions. How would the concrete be placed if you could not produce a "dry" hole?

A) All of the cast-in-drilled-hole piling are less than 600 mm in diameter (piles are 400 mm in diameter). The wet specification is not included in the special provisions. See Section 49-4, "Cast-In-Place Concrete Piles" of the Standard Specifications.

A) Please refer to Addendum No. 2, issued January 4, 2006, for additional specifications for cast-in-drilled-hole concrete piles.


Q) Drawings of Sound Walls 1B, 2A, & 2C on shts 204-218/572 call out a consistent pile depth and spacing of 4.9M and 1.5 M, respectively. However, Sound Wall Detail shts 219-220/572 refer to Case 1 and Case 2 with variable pile lengths (L) and spacing (S) from tables based on design soil pressures, soil shear angles and soil unit weights. Please clarify which is correct for determining the pile length and spacing for the given quantity for Item 107. If design tables are to be used please provide the soil characteristics needed for each location.

A) Pile depths and spacing for sound walls are specified on the Sound Wall Plans (plan sheets 206-218). Note 3 on Sound Wall Plan SW-1 (sheet 206) specifies Case 2 design criteria. Refer to soundwall Details No.1, SW-14 (sheet 219) for length of payment information.


Q) The foundation plan for East Banta Overhead (Plan Sheet 400 of 572) shows an existing fiber optics line in conflict with the new crash wall and bridge footing. The plans do not show this utility to be re-arranged. Will the existing fiber optics line be relocated to allow for construction of the new footing?

A) Please refer to Utility Plan Sheet U-13 (sheet 83 of the plans). The referenced underground fiber optic line has been relocated prior to construction, and is noted to be "a minimum of 1.2 meters away from structure footings."


Q) Is there a traffic handling plan, w/k-rail and temp. traffic markings, during the construction of the widening of the pavement prior to the sound wall construction in stage 1? 1). EB Station 71+25 to 83+35 w/"H"line 82+60 to 83+40. 2).EB Station 119+25 to 129+35 w/"P"line 128+58 to 130+00.

A) There is no traffic handling plan for this work. Please bid in accordance with the contract plans and specifications.


Q) Drawing 93/572 details the tafffic handling for the stage 1 work at soundwall nos. 1a, 1b, 2a-c.
The note on the drawing says that the first order of work is to reconstruct the left shoulder(lane 1), prior to the stage 1 work. The plans or traffic quantities (129/572) do not make a provision for K-rail or traffic handling for this preliminary work. The depth of cut for the wideing adjacent to lane 1 is over 1 meter. Pave Section 22 calls for 165mm of AC over 885mm of base. The widening cannot be done without k-rail, and shifting the traffic. What is the intent? Will the narrow shoulder widenings be done with k-rail, or is it the State's intent to build the wideing with nightly closures?

A) The intent is to perform the referenced work using lane closures, in accordance with the requirements of Section 10-1.15 , "Maintaining Traffic," of the special provisions.


Q) The Stage Construction Quantities do not follow the work detailed within Traffic Handling Plans. For example, sheet 96 of 572 requires k-rail for the #1 lane construction at both EB and WB. This is stage 3 and 4 work. However, the quantity table does not show WB K-rail at Stage 3 or 4. It only provides for EB k-rail.

A) Traffic Handling Quantities are shown on Sheet THQ-1 (sheet 148 of the plans). The total quantity for Temporary Railing (Type K) is also shown in the table for "Temporary Railing (Type K) and Traffic Screen" on the Stage Construction Quantities sheet, SCQ-4 (sheet 129). The table on Sheet SCQ-4 does in fact show the quantities for WB temporary railing (Type K) for Stage 3. The first 3 rows labeled as Stage 3 are WB quantities. The WB quantities are broken up into 3 parts since the existing temporary railing (Type K) will be reused. There are no Stage 4 temporary railing quantities (except for removal), since Stage 3 and Stage 4 temporary railing placement is identical (no move necessary).


Q) Stage 2 Construction on Sheet 94 of 572 The Traffic Handling shows K-rail during the work that includes Replace Concrete Pavement, Crack/Seat, and Overlay AC. Why is K-rail required? There is not excavation work required at Stage 2. The Quantities on sheet 129 include K-rail for stage 2 for the full length of EB Hwy 205. They also include K-rail for portions of WB. What distinguishes the need for K-rail at the Overlay areas? Since there is no excavation, wouldn't delineators suffice at the shoulders?

A) Temporary railing (Type K) is required during Stage 2 for safety reasons (preventing cross-median collisions). It also allows the Contractor to begin Stages 3 and 4 work while Stage 2 construction is underway, thus reducing the duration of the project. Delineators won't suffice at the shoulders since there will be a drop-off at the edge of pavement. Please refer to Section 10-1.01, "Order of Work," of the Special Provisions regarding the requirement for placing material to the level of the top of existing pavement (if greater than 45 mm).


Q) After the RAC Type G, surface has been completed, and pavement markings in place for three travel lanes in each direction, can the remainder of the work such as adjustment of catch basins, installation of AC dike, construction of MBGR items, and other misc. items be completed with a shoulder and/or lane closer during days with out restricted hours?

A) No. Please refer to the Section 10-1.15, "Maintaining Traffic," of the special provisions, which states that "lanes shall be closed only during the hours shown on the charts included in this section." Also, please refer to Section 10-1.01, "Order of Work," of the special provisions, regarding construction of drainage systems, and guard railing or barriers.


Q) This seems like an extreme amount for compost (erosion control); is 35 M3 correct for a HA? and/or 1390 M3 total for the job (erosion control)?

A) The application rate specified for compost in Section 10-1.39, "Erosion Control (Type D)," of the special provisions, is correct. Please bid in accordance with the contract documents.


Q) Compost quantity appears exagerated given the area of work.
Typical application rates are normally closer to 3.5m3 per hectare. This job is calling for 35 m3 per hectare for two applications.

A) The application rate specified for compost in Section 10-1.39, "Erosion Control (Type D)," of the special provisions, is correct. Please bid in accordance with the contract documents


Q) Section 10-1.15 of Special Provisions (Page 161), Second paragraph resticts length of lane closure to 3 km. This will limit our ability to be productive during various paving operations. 1.875 miles at 12 feet wide allows for less than 115,000 sf (10700 m2)of surface area. This will not allow the contractor to pave to capacity on this project. Can the lane closure length be increased to maximum production, and reduce costs?

A) In accordance with Section 10-1.15, "Maintaining Traffic," of the special provisions, no lane closures greater than 3 km will be allowed.


Q) This is a follow up to the question below that was previously answered.
How can this work be accomplished with nightly lane closures if the paving section includes nearly 3 feet of AB, and over 6" of AC. 40+ inches of excavation, compact subgrade, place and comact AB, place and compact 6"AC -- in a limited work shift. It cannot be done.

A) Please bid in accordance with the contract plans and specifications.


Q) Section 10-1.63, "Sound Wall," subsection "Sound Wall (Masonry Block)," states that "samples of each type of masonry block are available for inspection." I was not able to find anyone who could give us any information regarding masonry samples.

A) Please contact the District's Landscape Architecture Section at (209) 948-3861 to arrange for inspection of masonry block samples.


Q) On page 161 of the Special Provisions, Grant Line Road has one opening, yet the stage construction drawings show 4 (two for the left bridge, two for the right bridge). What is the correct number of traffic openings for Grant Line Road Bridge construction?

A) Refer to Addendum No. 2, dated January 4, 2006 for correct number of vehicle openings through bridge falsework.


Q) What is the correct width of traffic openings for Grant Line Road Bridge construction? Plan Sheets 118 and 120 indicate 10.215 meters, page 161 states 12.192 meters.

A) The vehicle opening width through bridge falsework is 12.192 meters. Stages 3A, 3B, and 3C on Plan Sheets 118 and 120 do not require falsework. The dimensions given on Sheets 118 and 120 are for K-rail placement during construction of the bent footings.


Q) Will the Contractor be allowed to construct both Frames on the left Bridge and right Bridge concurrently?

A) Yes.


Q) Reference Plan sheet 493 of 572. "Jacking Notes" #4 states in part, "The superstructure shall be lowered to an initial level whereby the abutment bearing pads are receiving approximately 50% of their design vertical dead load..". There are no bearing pads shown at the abutments, and the abutments are poured in as a closure. Please clarify.

A) Refer to Addendum No. 2, dated January 4, 2006.


Q) Sheets 118-120/572 shows traffic staging for bent construction on Grant Line Rd. Which traffic detail should be used for false work erection and superstructure jacking? Page 161 of the Special Provisions calls or only (1) traffic opening.

A) The table on page 161 of the Special Provisions refer to vehicle openings through bridge falsework. For number and vehicle opening width through bridge falsework, refer to Addendum No. 2, dated January 4, 2006. For additional traffic handling details, please refer to Addendum No. 3, dated January 24, 2006, for added Project Plan Sheet 120A.


Q) Sheet 117/572 shows a traffic opening on Byron Rd., for the Janney Rd. OH , with no required false work opening listed in the Special Provisions. Please confirm required false work opening.

A) Refer to Addendum No. 2 dated January 4, 2006.


Q) Referring to page 174, of the Special Provisions, erection of Steel and Concrete girders, and the erection and removal of falsework, ‘public traffic in the lanes in which the girders/falsework is being erected or removed, shall be detoured/stopped as specified in this section.’ Where is this referenced section, and where is the traffic chart for I-5 (NB/SB) closures?

A) The reference is to this section, Section 10-1.15 of the special provisions, "Maintaining Traffic. " The lane requirement charts for Route 5 are on page 166. Also, please refer to the Detour Plan sheet, DE-1 (sheet 149 of the plans), and the Traffic Handling plans for more information.


Q) Will any "construction zone enhanced enforcement" (COZEE) be provided for this project? What is the current rate and conditions for contractor provided COZEE on this project?

A) The Construction Zone Enhanced Enforcement Program (COZEEP) is administered by the Resident Engineer, who will determine when and how COZEEP is to be used on the project.


Q) Reference Section 10-1.15, "Maintaing Traffic," of the Special Provisions, five minutes is an unsafe, unreasonable and impossible time to erect a two-post Sign Bridge. CDOT should allow more time for this closure, or be prepared to detour traffic. Will this time limitation be revised to a more reasonable amount?

A) Lane closures will be allowed in accordance with the lane requirement charts of Section 10-1.15, "Maintaining Traffic," of the special provisions. The contractor can close either lane alternately to make preparations. While a lane closure is being utilized, and within the specified 2-hour window, the contractor will be allowed to stop traffic for five minutes at a time, letting accumulated traffic pass in between stops... until the end of the 2-hour window. Any further requests for lane closures will be addressed by the Engineer during construction.


Q) The above referenced drawing (sheet 326/572) indicates the typical construction for the polyester concrete overlay on the existing bridge decks. The drawing indicates that the cross slope for the bridges will be increased from 1.5% to 2.0%. If the existing polyester overlay starts at a 13mm minimum thickness, it will increase to a 74mm thickness at the closure pour of the bridge widening. This is a 3 inch increase in bridge deck height. If the polyester overlay is constructed prior to the approach slab replacement a 3 inch drop off will be constructed at the approach slabs, if the approach slabs are constructed prior to the polyester overlay a 3 inch drop off will occur at the existing bridge deck. In addition, are the approach slabs to match the existing pavement grade approaching and departing from the bridges as indicated on plan sheet 45 of 572? If this is the case, as the bridge is approached a vehicle will drop down a minimum of 105mm to meet the approach slab and then immediately ramp up 74mm to meet the new polyester overlay grade. Please provide a sequence of construction for the polyester overlay and the approach slab.

A) The list of construction work items, shown under Stage Construction Overview on the Stage Construction plans (sheets 88-92), do not indicate the sequence of construction, unless otherwise noted. Please refer to Addendum No. 3, dated January 24, 2006.


Q) The Polyester Overlay work is specified in Stage 2, prior to widening structures. Please clarify if is the intent to place the polyester on the existing structures in Stage 2 and the polyester on the widenings in stage 3. If it is the intent to place the polyester on the existing structures in Stage 2 how is it possible to match the polyester overlay grades to the new widenings without being constructed? Is there any reason the polyester can not be placed on both existing and new structures after the structures have been completed?

A) The list of construction work items, shown under Stage Construction Overview on the Stage Construction plans (sheets 88-92), do not indicate the sequence of construction, unless otherwise noted. Please refer to Addendum No. 3, dated January 24, 2006.


Q) The plans show the installation of a B14 Permanent Crash Cushion Array in the median of Route 205 at STA E1 200+20. This location is in the dirt median at the end of the new Thrie-Beam Barrier. No details are provided in the contract plans for this crash cushion array. Generally permanent crash cushions are set on an asphalt or concrete pad. Will an asphalt or concrete pad be required? If so what are the dimensions and how is it paid for?

A) Please refer to Standard Plan A81C, "Crash Cushion, Sand Filled," for details regarding the 'B14' Array. Refer also to Section 10-1.99, "Crash Cushion, Sand Filled," of the special provisions, which states that all work involved in furnishing and installing crash cushions shall be included in the contract unit price for crash cushion, sand filled, of the array type designated in the Engineer's Estimate.


Q) With the issuance of the revised CIDH Special Provisions in Addendum #2, correct planning for "water" holes becomes even more critical. Does CDOT possess current information pertaining to ground water elevations at the planned Sign Structure CIDH locations? Does CDOT possess current information pertaining to ground water elevations within the jobsite? If so, will this information be made availble to subcontractors?

A) There is no groundwater information available for each specific CIDH sign foundation. Groundwater elevations can be found in the "Foundation Recommendations and Foundation Reviews" section of the Information Handout. This information is usually listed under the subsection entitled "Subsurface Conditions," for each structure. Also, refer to the log of test borings on the Structure plans for additional information.


Q) There are two types of Chain Link fence required for this project (types 2 & 7). However, there is no sheet (w/details), where chain link fence occurs, for a type 7 fence. Please advise.

A) There are two types of chain link railing (Type 2 and Type 7) at Janney Overhead (Br No 29-0074R/L), East Banta Overhead (Br No 29-0179R/L), and Sugar Spur Overhead (Br No 29-0183R/L) that are required by the railroad. See General Plan Sheets 326, 398, and 446 for locations, types and limits of chain link railings at the above locations, respectively. Also refer to response for the following question regarding Standard Plan details.


Q) Standard Plan B11-52 (1999) for Type 7 Chain Link Railing is missing. Chain Link Railing Type 7 is called out, where occurs. Please advise.

A) Standard Plan B11-52 (dated July 1999) for Type Chain Link Railing is shown on Plan Sheets 327 and 338 for Janney Overhead (Br No 29-0074R/L), Plan Sheets 399 and 410 for East Banta Overhead, and Plan Sheets 447 and 458 for Sugar Spur Overhead (Br No 29-0183R/L).


Q) Reference Item No.156, 300 MM Corrugated Steel Pipe (2.01 MM thick). Special Provisions 10-1.82, page 299 mentions "Corrugated Steel Pipe for Grant Line Road Undercrossing (Widen) (Bridge No.29-0186 R/l)" and the quantities summary on sheet 489 of the structure drawings includes 11 m of 300 MM Corrugated Steel Pipe. Are there details showing the installation of this CSP?

A) See Plan Sheet 492 for corrugated steel pipe details.


Q) Please verify that the thickness of the column casings is 13mm for the Grant Line Road casings and 9.5 mm for the Tom Paine Slough casings. I have found that when I calculate the weights using the information provided on Addendum 1, I have approximately 28% more weight at both of these locations then is shown on the contract deawings.

A) These column casing thicknesses are correct. Tom Paine Slough Bridge (Br No 29-0180R/L) only has column casings on Piers 3 and 4, and not on Piers 2 and 5. Grant Line Road Undercrossing (Br No 28-0186R/L) has casings on Bents 2, 3 and 4.


Q) Plan Sheets 515 and 516 indicate the removal of existing Type 50D and Type 60R barrier. Is the removal paid under Item 35 Remove Concrete Barrier or Item 39 Bridge Removal Location B? The removal description for Location B on Page 188 of the specifications do not include barrier removal.

A) Plan Sheets 515 and 516 show cross hatching for concrete removal of the Type 50(D) and Type 60(R) barriers. Removal of the existing Type 50(D) and Type 60(R) barrier are paid under Item 39, Bridge Removal (Portion) Location B. Refer to subsection "Bridge Removal (Portion)" of Section 10-1.28, "Existing Highway Facilities," (page 187) of the Special Provisions, which states: "Bridge removal (portion) shall consist of removing portions of bridges as shown on the plans at the following locations."


Q) Can you advise if Stay in Place metal forms are an approved item for the Cast in Place deck area of this project?

A) No, the bridges were not designed to take the additional deck dead load.


Q) Where can I find complete details for the hinge pin and "AISC" NUTS. I need dimensions and material call outs.

A) For details and dimensions, see any AISC edition of the Manual of Steel Construction, RECESSED PIN NUTS dimensions table. For example, the AISC LRFD second edition of the Manual of Steel Construction has this table on page 8-96 of Volume II.

For material call outs, see Section 55-2, "Materials," of the Caltrans 1999 Standard Specifications particularly the ASTM material requirements shown in the "Structural Steel Materials" table on page 411.


Q) Can you direct me to any specifications relating to the bearing shown on sheet 550?

A) Refer to Section 55-2, "Materials," of the Caltrans 1999 Standard Specifications, particularly the ASTM material requirements shown in the "Structural Steel Materials" table on page 411.


Q) With reference to Plan Sheet 534, Note A: stiffener fits specify a seal weld at top flange. Sheet 547 calls for a 6mm stop at the end of fillet welds. The stop is normal, seal welds are not allowed.

A) This appears to be an issue of "semantics". Here the seal weld is used to describe a fillet weld that FILLS or "seals" the gap between the loose fit end of the stiffener and the girder flange, provided that this gap is no larger than that allowed in AWS D1.5, Section 3.5.


Q) The cross frame detail on sheet 551, calls for cross frames at bents only. Sheet 533 calls out 37 cross frames. There are only 2 bents marked #2 and #3. How many cross frames are required? 37? or 4? Normal bridge construction would call for 37.

A) The cross frame detail on sheet 551 calls for the L 152 x 152 x 9.5 member with M22 x 152 Stud @ 300 max. tot 7, for cross frames at the bents. There are a total of four of these cross frames. The remaining 33 cross frames do not have the L 152 x 152 x 9.5 member with M22 x 152 Stud @ 300 max. There are a total of 33 cross frames without the studded top member.


Q) Referring to Item No. 117(F), Structural Concrete, Approach Slab (Type R), page 165 (Maintain Traffic) and page 261 (Structure Approach Slabs (Type R), it appears this work can not be completed in the allowed traffic windows, and still get the required (6) hour cure period, before opening traffic on it, using the non-chloride Type C chemical admixture, and doing this work in (2) shift cycles.

A) Regarding lane requirements for approach slab construction, please refer to Charts No. 18 and No. 19 in Section 10-1.15, "Maintaining Traffic," of the Special Provisions (pages 173 and 174).


Q) Referring to sheet 326 (Janney OH Widen), 398 (East Banta OH Widen), and 446 (Sugar Spur OH Widen) of 572, and page 354 (Railroad Relations), what is the allowable work schedule at these UPRR sites?

A) Please refer to Section 13-1.02, "Railroad Requirements," of the Special Provisions, regarding notification and cooperation with the Railroad. Also refer to Section 13-1.03, "Protection of Railroad Facilities," regarding scheduling of Railroad services. Please note falsework review time provided for the referenced structure locations in "Falsework" under Section 10-1.57, "Concrete Structures." You are reminded that all work must also conform to the requirements of Section 10-1.15, "Maintaining Traffic."


Q) Sheet SC-2 Stage Construction (Stage 2) States that existing No. 1 & 2 lanes on route 205 and outside shoulders are to be resurfaced except for 25 mm RCA (type G). The typical cross sections show that the PRF limit is .60 M beyond the existing ETW and is .60 M into the No. 3 section to be constructed in a later stage and the stage 2 traffic handling plans show the K rail to be placed .15 m beyond the existing ETW. What is Caltrans intent for this construction? Is the PRF beyond the existing ETW to be placed in a later stage or will the existing ETW be the PRF limit?

A) Please bid in accordance with the contract plans and specifications.


Q) Note E "Size of fillet weld to match the strength of connection required for the joint." Bridge designs have always come with the weld size desired noted on the drawings. This is a very unusual departure from previous Cal-Trans drawings which would size all the welds. Will you size the welds for us?
Without the weld size, we would have to pay an outside engineer to provide sizes of the welds and I believe that he would need all the applied loads.

55-3.17 Welding of the "Standard Specifications for construction of Local Streets and Roads" gives some minimum weld sizes bases on the base metal thicknesses. Engineering calculations may require more. Do we base our bid on this table and have to ask for a change order if the engineer of record requires a larger weld?

A) No, Note E on Plan Sheet 547 requires the Contractor and the steel fabricator to determine what fillet weld sizes to use for the stiffeners. Please refer to Section 55-3.17, "Welding," of the 1999 Standard Specifications, which requires welding to conform to ANSI/AASHTO/AWS D1.5 and the special provisions. Refer also to Section 55-1.02 of the 1999 Standard Specifications, which requires the Contractor to submit working drawings for structural steel to the Office of Structure Design for approval prior to fabrication.


Q) Reference Plan Sheet 547, Note E: The design engineer is normally responsible for sizing welds, not the fabrication shop. Can we get the welds sized?

A) No, please see response to the above bidder inquiry.


Q) Reference Plan Sheet 547, Note F: It is not possible to mill both ends of a stiffener to bear top and bottom. One end only is done. Please clarify.

A) The bearing stiffeners can be made to bear at BOTH top and bottom. Refer to Section 8-3.0,1 "WELDING," of the special provisions. Whatever method the contractor decides upon must be included as part of the contractor's Welding Quality Control Program (WQCP). In the case of bearing stiffeners, the Welding Procedure Specifications (WPS) needs to be specific concerning both the Welding Sequence and Distortion Control Program for the main girders. It must also meet the dimensional requirements of AWS D1.5, Section 3.5, which details what those requirements are for bearing stiffeners (Section 3.5.1.9).


Q) Regarding Plan Seet 550, note #3. soft metric? Please clarify. Do I take 25 to be 25.4 for 1" english and 13mm as 1/2"?

A) Section 1-1.01 of the 1999 Standard Specifications refers to ASTM Designation: E-380, "Standard Practice For Use of the International System of Units," as the authoritative reference to SI units of measurement. Soft conversion is an exact restating of an English unit of measurement in SI terms. Example Soft Conversion: 10 ft. Shoulder = 3.05 m (10.0 ft.)


Q) Regarding Plan Seet 550, welding calls for a weld all around. This cannot be done per AWS D1.5. regarding a change of plane. There must be a hold back. Please verify.

A) Refer to Section 55-3.17, "Welding," of the 1999 Standard Specifications, which requires welding to conform to ANSI/AASHTO/AWS D1.5 and the special provisions. Section 8-3.01, " Welding," of the special provisions requires the contractor to submit a Welding Quality Control Plan (WQCP) to the Engineer for approval. The bearings are not subject to live load flexure fatigue and fall under the AWS D1.5 Section 1.3.6 Ancillary products. The fillet weld call out for the gusset plates on Sheet 551 must meet the requirements of AWS D1.15 Section 2.8, particularly Figure 2.6. Also refer to Section 55-1.02, "Drawings," of the 1999 Standard Specifications, which requires the Contractor to submit working drawings for structural steel to the Office of Structure Design for approval.


Q) Thank you for your response to the bidder's inquiry regarding the intent and limit of the PRF. Our interpretion from the plans & specs that the limit of the PRF is at the existing ETW during stage 2 construction. PRF beyond the existing ETW to be placed in a later stage will be considered as extra work. Please advise. Thanks.

A) Please bid in accordance with the contract plans and specifications.


Q) With reference to Plan Sheets 431 and 504, please clarify note #1. Typically neither the shop or the field welds have been required to be ground flush providing they comply with the visual inspection criteria in the AWS D1.5 Bridge Code book. Was this note meant to pertain to the temporary welds required on the Column Casings only?

A) Bid in accordance with the contract plans and specifications. Also, refer to Addendum No.3, dated January 24, 2006, for revisions to Section 10-1.75, "Column Casings," of the special provisions.


Q) State has issued Addendum number 3 which includes revions to 44 pages of plans and has revised the contract specifications substantially. We respectfully request the State to postpone the current bid opening of 01/31/06 by at least 3 weeks so as to allow us proper time to evalutate the changes and estimate the project properly.

A) This project is on a critical schedule which requires award by March 2006. Therefore, the bid opening date of January 31, 2006, set by Addendum No. 2, will remain the same.


Q) Does this contract require installation of a new PCC Slab for teh WIMS? If so where is this work paod for and can you provide additional details. The WIMS detail on Sheet E-3 shows the equipment being installed in a PCC Slab but there will be a 105-172 MM AC overlay over the existing PCC pavement in the area where the WIMS is shown to be installed which is not shown on this detail.

A) Please refer to Addendum No. 3, dated January 24, 2006, for added Construction Details, C-11 (Project Plan Sheet 54A).


Q) Should a quanity of "Temporary Traffic Screen" be included with the Relocate Concrete Barrier in Stage 3 as was included in Stage 2. See Stage Construction Quanities Sheet No. 129.

A) Please refer to Addendum No. 3, dated January 24, 2006, for revisions to Project Plan Sheet 129.


Q) Corral Hollow Road Undercrossing, Sheet#370 and Sheet#371 Excavation & Backfill Details indicate limits for Concrete Removal and Roadway Excavation. Should the cost for this work be included in Item 34-Remove Concrete and Item 51-Roadway Excavation?

A) Please refer to Addendum No. 3, dated January 24, 2006, for revisions to Special Provisions Section 10-1.28, "Existing Highway Facilities," under subsection "Bridge Removal (Portion)," and revisions to Project Plan Sheets 370 and 371. Payment for the limits for concrete removal on Plan Sheets 370 and 371 will be paid for under Item 40, "Bridge Removal (Portion), Location C." Payment for the limits of Roadway Excavation on said sheets will be paid for under Item 51, "Roadway Excavation."


Q) Can stay-in-place metal deck forms be utilized for the deck construction on the precast girder and steel girder bridges?

A) No, the bridges were not designed to take the additional deck dead load.


Q) What are the traffic openings for the falsework at Janney OH bridge?

A) Please refer to Addendum No. 2, dated January 4, 2006, for revisions to Special Provisions Section 10-1.15, "Maintain Traffic."


Q) Item #184, Alternate In-Line TS would appear to be misnamed according to the Plans, Specials, and quantity chart. Will an addendum be issued to describe the item correctly?

A) Please refer to Addendum No. 3, dated January 24, 2006, for revision to the Engineer's Estimate.


Q) Referring to sheet 522/572 and Section 10-1.57 (Concrete Structures), can stay-in-place metal decking be used to support the concrete deck, between the steel beams, at the Rt. 205/5 Separation (Widen) (Brg No. 29-0211G)?

A) No, the bridges were not designed to take the additional deck dead load.


Q) There is an existing AC walkway and AC dike adjacent to the existing retaining wall to be removed on Corral Hollow Rd. When the tie back retaining wall is constructed on Corral Hollow Rd., there will be a strip of unpaved roadway between the existing EP and the new face of retaining walls on either side of Corral Hollow Rd. Is there a plan to construct a new structural section and widen Corral Hollow Rd. within these limits? If so, please provide a detailed drawing indicating the limits of work.

A) Please refer to Addendum No.3, dated January 24, 2006. There are no plans for widening Corral Hollow Road, or constructing a new structural section within these limits.


Q) The detail for the new tie back retaining wall (plan sheets 373 & 374) shows a new sidewalk and curb in front of the retaining wall with a pipe draining the geocomposite drain going through the sidewalk. There is no detail for the curb, gutter & sidewalk, only a reference saying "Sidewalk, see road plans". However, there is no detail or pay item for curb or sidewalk on the road plans. Is the intent to build a sidewalk and curb on the west side of Corral Hollow Rd. in front of the retaining wall? If so, as there is no item for minor concrete, miscellaneous construction, in what item of work is this work to be paid?

A) Please refer to Addendum No.3, dated January 24, 2006. The proposed sidewalk and curb adjacent to the new tieback retaining wall have been removed from the Project Plan Sheets.


Q) Will solvent based inorganic zinc primer be considered for a substitution to the water based IOZ? There are currently numerous problems regarding the use of the Waterbased IOZ, is there any concern regarding using this product on this project?

A) Refer to Addendum No.3, dated January 24, 2006. Solvent borne or water borne inorganic zinc is allowed for column casings, structural steel, and steel pile extensions.


Q) Are there going to be any flame cut edges on the steel in this project? If so, what is the process for removing the magnetite by-product, it is not specified in the specifications. Who is ultimately responsible for removing the magnetite prior to abrasive blasting?

A) No, there are no flame cut edges planned for this project. The Contractor is ultimately responsible for removing the magnetite prior to abrasive blasting.


Q) You reference the faying surfaces requiring a different milage of paint than the other surfaces. What are "faying surfaces" and whose responsibility is it to mark them out on the drawings for the coaters.

A) A faying surface is a contact surface of a high strength bolted connection. The RCSC document referenced in Section 10-1.80, "Clean and Paint Structural Steel," of the special provisions, contains the definition of a faying surface. Marking out faying surfaces on the drawings is the responsibility of the Contractor.


Q) Corral Hollow Road Undercrossing: The reconstruction and/or widening of Corral Hollow Road, including the CG&SW, are not shown in detail as regards to structural sections and limits of work. What is the scope of work on Corral Hollow Road and which Item No.'s are to be used for payment?

A) Please refer to Addendum No. 3, dated January 24, 2006. The proposed sidewalk and curb adjacent to the new tieback retaining wall have been removed from the Project Plan Sheets. There are no plans for widening Corral Hollow Road, or constructing a new structural section within these limits. The retaining walls are being constructed to provide room for a future project to widen Corral Hollow Road. Payment for concrete removal will be paid for under Item 40, "Bridge Removal (Portion), Location C." Payment for Roadway Excavation will be paid for under Item 51, "Roadway Excavation."


Q) Item 154, Clean and Paint Steel Piling. (a) Are there any sign structure piling included in this item? (b) Is there bridge steel piling, in addition to the piling for E205-N5 Connector Ramp, included in this Item?

A) (a) No, this item is not intended to include sign structure piling. (b) No.


Q) Item 155, Clean and Paint Structural Steel. (a) Is sign structural steel included in this Item? (b) Is bridge structural steel included in this Item?

A) (a) No, this item is not intended to include sign structure steel. (b) Yes.


Q) Please refer to plan sheet 90 of Addendum No. 3. Stage 3 construction overview under construction note 3, "Construct type in approach slabs." This sentence does not make sense. Please clarify which type of approach slabs are to be constructed.

A) Referencing Addendum No. 3, dated January 24, 2006, revised Project Plan Sheet 90, Construction Overview Note 3 should read "Construct Type N approach slabs." Also, refer to General Plan sheets for approach slab types.


Q) The last paragraph on Page 189 of the specifications requires a demolition plan prepared and signed by a registered engineer when "protective covers are required, or superstructure removal works on bridges are involved".

A) Correct.


Q) Is the removal of Type 9 barrier and portions of the overhang considered superstructure removal?

A) Yes.


Q) If the falsework for the widening sections is used for protective cover, does this satisfy the requirement for working drawings and design calculations?

A) Although the loadings and other requirements from falsework may be more than adequate for protective covers, protective covers must also meet the "additional requirements... when the removal work is performed over public traffic or railroad property."


Q) Would an on site engineer then be required during bridge removal?

A) Since the bridge removal plan requires an Engineer to prepare and sign the bridge removal plan, "the Contractor's registered engineer shall be present at all times when bridge removal operations are in progress."


Q) On Site engineers are typically required on projects with complete structure removal, not simple widenings. The cost of this engineering seems unnecessary and will add 30%-40% to the cost of the bridge removal items.

A) So noted.


Q) Is it the intent of the specification that an engineered demolition plan and on site engineer be provided for widenings over falsework?

A) Per contract documents, removal of an overhang is considered "superstructure removal work."


Q) Addendum #3 states that polyester tapers are required for the polyester deck overlays. Please provide the length required for these tapers.

A) Please bid in accordance with the contract plans and specifications. Refer to Addendum No. 3, dated January 24, 2006, for revision to Special Provisions Section 10-1.67, "Polyester Concrete Overlay," which states that limits of temporary polyester concrete tapers will be designated by the Engineer. Length of temporary polyester concrete tapers will depend upon the depth of conforms.


Q) On Sheet 239, and on the balance of Electrical drawings, we show installing the Communications and Sprinkler Control Conduits in the Bridges along the 205 and 5 routes.

A) Correct.


Q) It seems the size of the conduits on the electrical drawings are one 78c for the Communications conduits, and 1-78c and 2-53c for the Sprinkler control conduits within the intricies of the bridge cell.

A) Incorrect. There is 1-53c sprinkler control conduit in the overhang, and located in the barrier there is 1-53c conduit for a future utility and 1-78c communication conduit. Hanging from the bridge deck closure pour slab is 1-NPS 3 water supply line and 1-78c communication conduit.


Q) When you go to the corresponding Structural Drawings the conduit size changes.

A) Incorrect.


Q) Within the bridge cell spaces the Structural Drawings show one 8c and one 76mm conduit suspended from hangers (for reference see Structural drawing sheet 391 of 572)

A) Incorrect, refer to Addendum No. 3, dated January 24, 2006.


Q) The structural drawings show the Communication and Sprinkler Control conduits being placed in bridge railings and deck surfaces.

A) Note there are 2-78c communication conduits.


Q) What are the two conduits being suspended in the bridge cell for?

A) On Sheet 391 Conduit "A" is NPS 3 for the water supply line and conduit "B" 78c is for the communication conduit suspended from the deck closure pour slab.


Q) On sheet 391 of 572, for example, what bid item do the utilities conduit type A, a 76mm supply line (bridge), and type B, an 8c Communications conduit (bridge) apply to?

A) Refer to Addendum No. 3, dated January 24, 2006. On Sheet 391, conduit "A" is paid for under bid Item 74, "NPS 3 Supply Line (Bridge)" and conduit "B" is paid for under bid Item 198, "Communication Conduit (Bridge)."


Q) On sheet 391 of 572, for example, are the Utility conduits type A and Type B Sleeves for other conduits to be placed in?

A) No conduits will be placed inside conduits "A" and "B". Conduit "A" is for sprinkler irrigation water and conduit "B" is for lighting and signal wiring.


Q) The clousure pours for the bridge decks indicate service butt splice for the transverse deck reinforcement. Can we use a Cantrans approved mechanical lap splice connection for these bars?

A) Yes, mechanical lap splice connections can be used from Caltrans "Prequalified List of Couplers on Reinforcing Steel," for Service Splice Qualification.


Q) Addendum 3 has altered the sequence of operations. How will the time allowed for completing this project be altered or accounted for with the approach slabs being constructed near the end of this project?

A) Since only staging and sequence of work has been changed, and no work was added or deleted, contract time will not change.


Q) The AC dike is removed prior to the Type "B" Asphalt Concrete placement. The Type "G" will not be placed for another two years. What, if any, temporary edge protection and channalization measures are to be employed? If temporary measures are required, what will be the method of payment?

A) No further addenda are anticipated prior to the bid opening. Therefore, if changes are necessary, they will be handled by proposed Contract Change Order. Please bid in accordance with the contract plans and specifications.


Q) Please refer to contract plan sheets 431 and 504 of 572. Addendum 3 deleted the note for grinding the exterior welds, but the welding symbols for the casings still indicate the welds to be ground (the "M" on the weld symbol). Are all of the welds for the column casings to be ground? If not, please indicate which welds are required to be ground. Please clarify.

A) The "M" symbol is a method of finishing ("M" = machining, "G" = grinding, "H" = hammering), not the degree of finish. Preparation and finishing of the welds of the column casings and the column casings themselves shall conform to the current contract documents.


Q) Referring to sheet 527/572, pages 161 and 257 of the Special Provisions, Bid Item 118 (S-F) calls for removing part of the existing deck and abutment/wingwall to build a new approach slab. Referring to the Stage Construction plans, will this be done during (9) hour traffic windows?

A) No, please refer to Plan Sheet 522, "Route 205/5 Separation (Widen)," for Stage 3 Traffic. This work can be done behind temporary railing (Type K).


Q) In review of the contract plans, specifications and Addendums 1 – 2 for the construction of the bridge at Grant Line Road the following issues have arisen. The plans (plans sheets 118 – 120) and specifications show the following sequence for construction.

1) Shift Grant Line EB traffic to the median, install EB K rail, construct the footings for Bent 2.
2) Shift EB & WB traffic to the respective outside shoulder of Grant Line and construct the footings for Bent 3.
3) Shift EB traffic to original alignment and shift WB traffic to median, construct Bent 4 footings.

The above prescribed sequence of construction does not provide for the construction of the falsework bents, jacking bents and subsequent columns for Bents 2, 3, and 4 simultaneously as required by the construction methods specified for this bridge. In addition the traffic openings for the falsework combined with the skew of the existing bridge and the vertical clearance of the existing bridge, it is not possible to install falsework that extends under the existing bridge. This creates falsework that must span the length of the new bridge. With the falsework openings required for the traffic, the falsework beams will have to span over 100 feet (this is a very large beam).

According to the required method of construction for Grant Line the only way to construct this structure is as follows:

1) Shift both EB and WB traffic into two 10(ten) foot lanes in each direction and install K Rail at Bents 2,3,and 4.
2) Construct the footings for Bents 2, 3, and 4. Install falsework bents, jacking bents, and falsework.
3) Construct superstructure, remove falsework and lower superstructure into place.
4) Construct columns.
5) Remove remaining supporting structures and backfill the footings for Bents 2, 3, and 4.

The only other solutions to correct this problem are to change the design of this structure to a steel girder or precast girder bridge or reduce the height of the falsework openings to 12 feet with tattle tales prior to the falsework openings for protection.

A) Please refer to Addendum No. 3, dated January 24, 2006.


Q) Please refer to page 505 of 572. Please refer to Falsework Release Alternate #1, the first sentence. As stated "Falsework shall not be released as soon as permitted by specifications." If the falsework can not be released "as soon as permitted by specfications", when can the falsework be released? Please clarify.

A) Referencing Project Plan Sheet 505, "Grant Line UC (Widen) Typical Section," Falsework Release note "Alternative 1" should read "Falsework shall be released as soon as permitted by specifications. Closure pour shall not be placed sooner than 60 days after the falsework has been released."