Questions and Answers

Is minimum depth for piling 15.0 LF below the bottom of the pile cap?

Are joint restrainers required for the force main bend fittings?

Is any rock expected to be encountered if pre-drilling is required?

Where is bid item no. 1600, pay item 08904 (Crash Cushion Type VI Class C) to be installed?

The specification lists the names of approved systems but has left out the Sine Wall System that has been approved by KYTC.  Can you please add Sine Wall System to the specifications?

Would the Department consider a 1.00 asphalt base instead of the 0.75 asphalt base?

Should a pay item for Portable Changeable Message Sign be added?

Please verify the opening required for the temporary diversion crossing on plan sheet  R7

Will the two existing catch basins to be reconstructed be rebuilt to a KYTC standard?  If so, which KYTC standard structure?  If otherwise, can a structure detail be provided?  Will the existing structures’ castings be re-used, or will new castings have to be purchased? 

On page 29 of 82 in the proposal, under “Construction Phasing,” the proposal states, “KYTC will entertain proposed alternate traffic schemes and phasing. Submit proposed alternate schemes and phasing to the Section Engineer for review and approval.”  Can a contractor submit an alternative traffic scheme and/or phasing to KYTC prior to the letting for review and approval?  Will KYTC consider allowing for more than three weekends on this project?

Will KYTC allow the use of integral curb in an effort to expedite the construction of this project during the weekend closures?

The cross sections show a pre-split wall at both bridge locations.  The bridge plans show a 2 : 1 slope at both bridge locations.  Which plan will be used for construction?

The first sheet indicates there are no plans for the project.  Is this correct?

The quantities of concrete and steel for culvert have been combined with the quantities from the drainage summary in the bid item quantities.  Could this be separated as they normally are?

Will the Department allow construction of granular embankment prior to deep wet soil mixing at the three stations ranges referred to on Sheet R40, Note 10? 

On proposal page 33, it states two (2) impoundments to be constructed, Lt. station 154 +00 calls for a Detention pond, Lt. station 183+45 calls for a Dissipator Basin.  Plan sheet R29D of the roadway plans only shows plan drawings for a Dissipator basin. Are there any design plans for detention pond?

There is a Bid Item for Temporary Concrete Barrier Wall TY. 9T (Line No. 0660).  However, the traffic control plans do not show where this TY. 9T wall is to be used at.  Can the Department show where this TY. 9T wall is to be used at?

The Sinkhole located at station 144+80, per the Geotechnical Note (#11) has been a possible junkyard/landfill, Roadway Plan sheet R2C states that the removal per Geotechnical Note # 11 for this sinkhole will be incidental to Clearing and Grubbing. Does the Department have any information as to the kind of material that is located within this sinkhole., I.E. Hazardous, toxic, etc.. that would/could require special handling and/or require the material to be hauled to an approved landfill for disposal or requiring personnel certify to remove and dispose of the material?

The bid items list the diversions as Diversions, #1, #2 and #3.  The traffic control plans show diversions as #3 and #4 with one at Lakewood Drive (not numbered). For bidding purposes, can the Department provide clarification on which bid item goes with which Diversion?

On sheet 14 of the proposal which details Typical Sections, note 1 says:  “Contrary to standard drawings and standard specifications , 9’0” guard rail posts will be required for all guard rail.  With cost included in bid item for W-Beam Guard Rail”.  Historically, 9’0” guard rail posts are paid under Item 02399-Extra Length Guard Rail Post.  What is the reason for making this incidental to the guard rail? 

Please elaborate about the “scarifying pavement bid item”.   The bid item (#0540) is “scarifying pavement” but the note on page R40 talks of removing pavement.

The Cabinet indicates (2) permanent Type VI C TL-3 (Line 0720).  I do not see any posted Project Plan Sets on KYTC’s website, so could the design consultant meant to have utilized the pay item code for (2) Type VIB-T TL-3 temporary crash cushions?  Per KYTC Engineering the Type VIC-T pay item is inactive as of October 19th’s letting. 

Are the rumble strip millings to be swept to the berm of the road or picked up from the surface, loaded and hauled to disposal sites? Answers to questions on past 2012 rumble strip district bids have indicated that the material must be picked up and removed from the project. Please specify which method will be approved by the engineer on this project.

Are the rumble strip millings to be swept to the berm of the road or picked up from the surface, loaded and hauled to disposal sites? Answers to questions on past 2012 rumble strip district bids have indicated that the material must be picked up and removed from the project. Please specify which method will be approved by the engineer on this project.

Will the contractor be allowed to clear “as needed” any areas where the “remove and replace WW fence type 1” is intended.

Please clarify the method of tie-in to existing water mains (of respective sizes) and termination of other existing lines (ex.:  existing valved line/future stub in the vicinity of P.C. Sta. 33+53.82/P.T. Sta. 33+53.82)?

Will a temporary fencing item be added in case livestock should be encountered on these 2 projects?

If a borrow area is used  will the contractor be required to get this Nationwide Permit#14? 

Will the contractor be allowed to clear “as needed” any areas where the “remove and replace WW fence type 1” is intended.

Will a temporary fencing item be added in case livestock should be encountered on these 2 projects?

This project has a Nationwide Permit#14 in the proposal. When the contractor applies for the NOI for this project will a "Individual Permit" be required? 

Is there a patching table missing for the section from Intersection of KY 1299 to Canoe Creek?

In the Traffic Control Plan on page 29 of 87 in the proposal, it states that all lanes must be maintained and no work between 5:00 am through 9:00 pm.   Then it states on U.s. 42 and KY 36/KY 227, maintain at least one lane of traffic in each direction at all times.  Does KYTC want all lanes open by 5:00 am?  Is the intent by KYTC to perform this project during weekend Saturday’s/Sunday’s and have traffic on new JPC Pavement by 5:00 am? 

Concerning line number 1090   “Variable Message Sign – Dynamic”, Is there any additional information or any specifications regarding this bid item anywhere in the job proposal or plans?

The Typical Sections on Sheet R2A show Type III Geotextile Fabric being utilized as a separation layer between the existing ground line and the Granular Embankment.  A large amount of the fabric will have to be placed under water and at depths up to 30’.  Will the Department consider omitting the use of a separation layer in its entirety?

Concerning line item 0060 Granular Embankment has a cubic yard (CUYD) pay item, will the Department change this item’s pay unit to Ton in lieu of CUYD?  If the Department elects to not change the pay unit, how will the actual quantity installed be measured?   

Is the 2015 completion date correct for this job?

There will be over 12,000 tri-axle loads of material that will have to be transported over the Eggner Ferry Bridge.  If the Department reduces the load limit during the work will you allow the contractor an equitable adjustment for reducing the limit?

The Typical Sections on Sheet R2A show Type III Geotextile Fabric being utilized as a separation layer between the existing ground line and the Granular Embankment.  A large amount of the fabric will have to be placed under water and at depths up to 30’.  Will the department require sowing of adjoining seams for the fabric being placed in the water?  If not, what measures will the Department use to assure that the contractor has proper lapping of the seams?

Will the state be willing to break each phase into two weekends each to allow the removal of the existing concrete slabs and pour back of the 24 Hr JPC Mix and the standard integral curbs?

The 15 inch  gravity pipe, specs for less than 20 ft depth ,has SDR-35 as acceptable material in the proposal but plan note requires all PVC including laterals to be SDR-26. What type of pipe will be required?

Can a drawing of where the integral curb is to be placed be provided?  If existing curb is to be removed, how will it be paid?  

Water valve relocation needs to be done before placing fill, who is responsible for said relocation? 

Sheet T-17 notes reference Maintain Lighting.  However, the bid items list Temporary Lighting.  Are these are meant to be the same?  What will be required for Temporary Lighting?

Regarding bid item number 3130, Masonry Coating, where is the masonry coating to be used? 

Can Crushed Concrete DGA be used in lieu Crushed Stone Base?

Regarding the sanitary sewer, are there any existing flow rates available from SD1, in order to size the by-pass pumping?

There is no Bid Item for SIGNS (Item 2562). Is this an oversight?

Can Crushed Concrete DGA be used in lieu Crushed Stone Base?

Sheet R40, Note No. 9 states that the contractor shall remove the existing riprap (above and below the water line) in the footprint of the proposed embankment.  The note also states that the work is incidental to the Granular Embankment item.  Will the Department consider changing this requirement and add an excavation item for the removal of the riprap (paid by the cubic yard) based on the following: There is not enough information provided in the bid documents to estimate the potential quantity of riprap to be removed, the note does not specify a termination depth for the riprap removal, there is no definitive way to estimate the removal quantity for the areas under water, and an excavation item will allow the Department to pay only for the quantity removed, and alleviate risk on the contractor.

Is there an asbestos/hazardous material report required prior to demo?  If so, who pays for the testing?

Traffic control plans call for West-North Temporary Connector and a North South Temporary Connector on plan sheet R113  There is no item for diversion.  Under what item would the prep and removal of these two connectors handled?

This project has a 10” Force Main that is being relocated near the intersection of Worthington Road and KY 56.  Will you be shutting down the line to make the relocation or will we be required to bypass the flow? 

The proposal states that no work will be allowed when Carroll County Schools are in session.  Does this mean we cannot start work until the end of the school year or can we work on weekends during the school year?

Is the intent to construct the wing walls with piling during phase 1 for the KY 2746 bridge over I-65 and keep traffic maintained  on existing KY 2746 during construction of bridge?  It appears the piling for the wing walls on the end bents are under the existing bridge / and / or coincide with the existing roadway.

Regarding the sanitary sewer, is the proposed sanitary sewer that is located in the existing pavement to be constructed under traffic, or can the road be closed during this phase?

Why is blasting not allowed on the project?

There is an 10IN DUAL SHUT-OFF W/ FLOW MONITOR LOOP (ITEM 24556ED) AND AN 8IN DUAL SHUT-OFF W/ FLOW MONITOR LOOP (ITEM 24556ED) but there is no detailed drawings for the assembly. Can you provide a detail on what those items need to consist of?

Concerning electrical items of PVC conduit and pole bases in barrier wall. Will the electrical contractor be required to install these items?

Reference- Bid Line No. 740 thru 780, the bid item quantities appear to be based on the Extended Drive criteria, plus 10 feet additional penetration, for the proposal page 42 of 177 driving chart using the assumed mudlines given on Paragraph 1.6.3 (Proposal page 46 of 177). If the pile meet refusal at or above the extended criteria tip elevation, the pay quantity will be reduced, however the effort needed will likely be the same regardless of tip elevation reached.  Can the pile installation be paid for by each pile, or a reasonable reduced penetration footage for bid purposes?

There is an 10IN DUAL SHUT-OFF W/ FLOW MONITOR LOOP (ITEM 24556ED) AND AN 8IN DUAL SHUT-OFF W/ FLOW MONITOR LOOP (ITEM 24556ED) but there is no detailed drawings for the assembly. Can you provide a detail on what those items need to consist of?

Could a redesign of the abutments be utilized that would still be founded on the piles but would be more cellular in nature and therefore less dependent on the embankment and would therefore not be impacted by settlement from a seismic event?

Concerning the Special Note for Wet Deep Soil Mixing, there are several notable provisions that inflate costs and require significantly more time to complete than reflected in the current bid documents.  Techniques required to penetrate through the zones of chert – The Special Note requires that the DSM ground improvement penetrate through and extend below the existing chert layer.   Based on our experience with this material, and according to the DSM contractors we have contacted, it will not be possible to penetrate this layer of with conventional DSM equipment and techniques, nor is this material suitable for mixing if you could.   Consequently, an additional barge mounted drilling operation will be required to excavate through and dispose of this material, and the hole will have to be backfilled with purchased material prior to beginning the soil mixing operation. Could this provision be revised?

Why was Deep Soil Mixing (DSM) chosen in this case, given the apparent density of the ground underlying the site already. 

To eliminate the extensive cost of the marine equipment along with the impact of the slower productions of the DSM operation, could the granular embankment be placed in a larger footprint that would allow for all of the DSM to be performed from land? 

What is the required load for the pseudo-static lateral load test?

Section 1.3.2.2 of the special note for static and pseudo static pile testing indicates if failure occurs during loading to maintain the load until movement is 15% of the pile diameter.  In this case, that would be 7.2 inches for the 48 inch diameter pile.  Will it be required to have 8 inch dial indicators and a jack with enough stroke (likely 10+ inches) to move the pile this far?

One other point to be mindful of is that, due to the congestion created by two DSM operations occurring on the western side of the causeway, along with the Shallow Water Pile Load Testing work area which is between the two, it will not be possible to begin the granular embankment in this location until these operations are complete. 

Included in the geotechnical report is a one page schedule intended to represent the approximate construction duration for the DSM (noted as Attachment Section 3 Estimated Construction Schedule, Plan and Typical Sections).  The author of this schedule has included an allowance for the specification requirements for pre-production testing, the soil improvements and acknowledgments that the DSM must be completed in time to allow for final embankment operations.   Based on the requirements for preproduction testing and after discussions with the soil mixing subcontractors the preproduction testing could take between 6 and 8 months depending upon the amount of retesting required.  The schedule as illustrated allows for 120 days or 4 months.  Of the 275 days allowed for the DSM work, only 100 days are allowed for the actual production work.  The 100 days is noted as using “two rigs” and appears to be based on calendar days.  There are approximately 1,800 DSM columns required to be installed.  Working 7 days per week for 100 days, each “rig” would have to produce 9 soil columns per calendar day.  There is a plan note that stating that the contractor may only work during “daylight hours from April 1 through November 14” due to the potential for occupation of Gray Bats around Kentucky Lake.  This requirement would negate the possibility of working double shift during these 7.5 months which fall directly into the time frame that the production work would have to be performed.  Furthermore, based on the discussions with the soil mixing subcontractors and due to the extra steps necessary to prepare the holes for soil mixing and even using two rigs, the duration of the production work would last closer to 300 work days.  Working six days per week the work would take approximately 350 calendar days.  In total the entire project would last two calendar years.    Could this requirement be adjusted or the time increased.

In the Special Note for Wet Deep Soil mixing section 4.3-Pre-Production DSM Binder Mix Design Report, page 26 of 177, for costing purposes, please clarify what it the maximum number of days KYTC could take to review and approve the submittal.

In the Special Note for Wet Deep Soil mixing section 4.2-Pre-Production Laboratory Testing, page 26 of 177, the last paragraph of this specification instructs the Contractor to test the mix for UCS at 7, 14 and 28 days while successive specification 9.3.4 adds also a test at 56 days. Please clarify which specification prevails.

In the Special Note for Wet Deep Soil mixing section 9.2-Wet Grab Sampling, sub. 2, page 33 of 177, please confirm if the additional testing mentioned is up to the Contractor or instructed by the Engineer; in case of the latter, please explain how the additional sampling and testing would be paid for to the Contractor.

In the Special Note for Wet Deep Soil mixing section 9.2-Wet Grab Sampling, page 33 of 177,  in our opinion wet-grab samples should not be taken on DMM elements because this kind of sampling has proven itself very difficult for the relatively thick mixtures and because there is substantial risk that wet-grab sampling could leave a defect at the location of sample extraction. Please confirm.

In the Special Note for Wet Deep Soil mixing section 1.1-DSM Mixing Method, page 20 of 177,  please further elaborate on the meaning of “…without use of externally directed high pressure jets.  Furthermore, specification 7.1.3 at page 28 of 177 seems to contradict 1.1 (refer to “…If grout injection jets are used…”).

It is preferred to perform the soil mixing from an aggregate platform and not from barges.  Is the granular embankment a riprap type material or something smaller such as #57 aggregate?  Can it be clarified in the next addendum that temporary earthen/aggregate platforms can be used to perform the soil mixing at the contractors risk and option?

Concerning the Special Note for Pile Load Test program- Page 44/177, clarify the elevation of the artificial plugs to be installed.  For Pile K-6 is the plug installed 84 feet above the Initial Driving Criteria Highest Anticipated Tip Elev.(220 ft) or the Estimated Tip Elevation (200 ft)?

In the Special Note for Wet Deep Soil mixing section 2.1-Qualifications, page 21 of 177, the Contractor is required to prove its competence thru previous DSM projects having “…a minimum total treatment volume of not less than 20 percent of the DSM treatment volume of this project or 30,000 cubic yards…”; the total volume of DSM treatment for the subject volume being approx. 50,000cy (without contingency quantity – refer to drawing Sheet No. R83), 20% of it should be 10,000cy. Please clarify.

Concerning the Special Note for Dynamic Pile Testing , a previous answer indicated the Dept will change the hammer criteria for 72”/96” pile to Initial Driving Criteria. Table 1.4.1 Note 2 states resistances include the plugs and setup, not initial driving.  Page 69 of 177. For hammer selection…”when verifying the TNAR at the end of initial drive”. Does this mean the wave equation can be run to evaluate the hammer for the End of Driving Resistance (70% of TNAR) as this is when initial driving stops  (page 43 of 177)?

Can the KYTC estimate the time required to obtain the necessary permits should the contractor chose to build the temporary embankments outside of the permanent embankment foot print?

Concerning the Special Note for Pile Load Test program- Page 44/177, for the artificial plugs in the shallow water, clarify the sentence “…at a distance 12 feet below the mudline based on the Highest Allowable Pile Tip Elevation…”. Is the plug 12 feet below the mudline, or 12 feet from the tip elevation (also there is no Highest Allowable in Table 1.4.1)?

Can a version of the Special Note for Deep Soil Mixing be provided that denotes changes that have been made?

In regards to the Granular Embankment, could the Department please clarify which Specification will control the limits of the fines in this material?  Will Specification section 805.10 Granular Embankment or the spec for the gradation of size no. 2 material govern?