FINAL_RFI's_as_of_7_June_19.pdf

QUESTIONS AND ANSWERS FOR

SOLICITATION W912JV19B7001

Repair Maintenance Ramp Project No. KJAQ162682

Updated: 7 Jun 2019

Date: 16 May 2019

Question 1: Sheet GC001, Note 3 – V. states that Phase A is to be complete in 2019.

Does the Government have an anticipated notice to proceed date? With a NTP sometime in July likely at the earliest, it would put the concrete pavement aggregate production and QC testing to begin mid-July. Concrete paving mix trial studies and aggregate qualifications can take up to 120 days to complete once aggregates are available. These aggregates will need to be manufactured specifically for this project.

This timeline would mean we wouldn’t have an approved PCCP mix until November making Phase A completion timeline unobtainable.

Answer 1: We concur, with the advertisement being delayed until the end of April and an NTP resulting in a late June / early July NTP, there is not sufficient time to produce and test a mix design and still maintain the 2019 paving season.

Government will issue a limited NTP to initiate the submittal process, haul route construction, mobilization, and batch plant erection as appropriate. Contractor will not be required to complete phase A in 2019 as noted on Sheet GC001.

Date: 16 May 2019

Question 2: Sheet CP414 – Would you please provide some clarification as to where these two details apply. Maybe there is a callout we have missed, but the area of the 12” PCCP is a bit unclear.

Answer 2. The 12” PCCP is for the Hangar Access Pavement areas which are North and South of Hangar 219 and west of the expansion joint separating these areas from the Main Apron Pavement section. The lower details calls out that the contractor is to protect the existing door rail slab, both rails and concrete where their work ties into these slabs.

DATE: 16 May 2019

Question 3: I have additional comments about the measurement and payment portions of the specifications that should be clarified prior to the solicitation due date. Based on Section 00010 – Solicitation Contract Form it appears the Government’s intent is to issue a lump sum contract for the base bid and the potential options. Several of the sections in the specification have language to indicate that the contractor will be paid on a unit price basis. However, there is no corresponding CLIN in Section 00010 – Solicitation Contract Form that relates to these unit price payment items. I found this discrepancy to exist in the specification sections outlined below.

1. Section 31 32 11 Soil Surface Erosion Control paragraph 1.2 and all sub paragraphs.

2. Section 32 01 11.51 Rubber and Paint Removal from Airfield Pavements paragraph 1.1 and all sub paragraphs.

3. Section 32 01 19 Field Molded Sealants for Sealing Joints in Rigid Pavements.

Paragraph 1.1.2.

4. Section 32 12 13 Bituminous Tack and Prime Coats, paragraph 1.1.1 and 1.1.2.

5. Section 32 16 13 Concrete Sidewalks and Curbs and Gutters, paragraph 1.1 and sub paragraphs.

6. Section 33 01 30.72 Relining Sewers paragraph 1.1.

Answer 3: Concur the Method of Measurement / Basis for Payment sections should be struck. Please see the attached revised specifications in case you want to issue them prior to the conformed set. This may not be necessary as the method of measurement and basis for payment sections have been struck in their entirety.

Attachment 1 revised Specs

DATE: 17 May 2019

Question 4: What are the dimensions of the fuel tank that is to be moved?

Answer 4: Tank is 7’-7”x 18’-0” and has a 6000 Gal capacity.

Question 5: What is the weight of the fuel tank?

Answer 5: Unknown

Question 6: Where is the tank to be moved to?

Answer 6: See Attachment’s 2 and 3 for fuel tank location details.

Question 7: What product (fuel type) has the tank held?

Answer 7: Jet Fuel.

Question 8: Will the tank contain fuel when it is moved?

Answer 8: Tank will be empty at time of movement

Question 9: Does the tank have a foundation, if so how is the tank connected to the foundation?

Answer 9: The skid mounted tank is on a concrete slab

Question 10: Will the tank need a foundation in the location it is to be relocated to?

Answer 10: No

Question 11: Is the tank connected to fuel piping? If so, how is the tank connected to fuel piping?

Answer 11: Fuel tank piping is part of the skid mounted tank.

Question 12: Does the tank have a pump with an electrical connection? If so, what are the electrical requirements for the pump at the location the tank is to be relocated to?

Answer 12: Yes, contractor to relocate electrical service and lamp pole light.

DATE: 22 May 2019

Question 13: Would like to clarify that the Ready Mix producer would be allowed to design their own concrete mix design and run the trial batches for this project? Rather than have a independent lab design it.

Answer 13: Bid per specifications.

Question 14: How many acres or area will be provided for the portable concrete batch plant, stockpiles, and equipment?

Answer 14: The 7460 was turned in for 7.8 Acres. This was limited due to the height of the stacks of the batch plant. This includes the 1.3 acre’s for the Corrosion control facility. The contractor would be able to utilize the remainder which is approximately 6.48 AC.

See Attachment #4 of exhibit from 7460

Question 15: Will there be water available on site for the concrete batch plant as well as water for the aggregate stockpiles?

Answer 15: Existing water infrastructure as identified on the plans will be available to contractor. It is the contractor’s responsibility to coordinate with the utility company and responsible for tie in.

Question 16: Will there be power available for the concrete batch plant? Or will a generator be needed.

Answer 16: Existing power infrastructure as identified on the plans will be available to contractor. It is the contractor’s responsibility to coordinate with utility company and tie in.

Question 17: The slump for paving concrete is 2” slump. For some reason some paving concrete is to be delivered in redi mix trucks can the redi mix supplier have a slump of 2” +/- 1 inch or 1” to 3” slump as past projects?

Answer 17: This is not permitted. Redi Mix trucks may not be use to transport slip form pavement.

Question 18: If for some reason that concrete will need to be hand poured up close or along buildings or structures where a paving machine can’t get, will a midrange water reducer be allowed for a slump of 4”?

Answer 18: Airfield pavement maximum slump is maximum 2”.

DATE: 24 May 2019

Question 19: It’s clear in the contract documents that the Department of Army is classified as the generator and will sign the manifests for all hazardous waste materials.

Please clarify that the Department of Army is classified as the generator and will sign the manifests for all existing base contaminated soil and water (not classified as hazardous waste) that is to be disposed of offsite.

Answer 19: Department of the Air National Guard is classified as the generator and will sign the manifests.

Question 20: What will be the time frame the corrosion control contractor is expected to be onsite?

Answer 20: Period of performance for Corrosion Control is 365 calendar days.

Expected Notice to proceed September 2019. Expect coordination with Corrosion Control contractor through calendar year 2020.

Question 21: Please confirm that the property listed below (excerpt from Section 31 05 21, pg. 4) is correct. It would seem the specification should read 670 lbs. /FOOT not lbs. /INCH. Note that 670 lbs. /ft. would seem appropriate and common for this subgrade application.

Answer 21: That is correct, It should be 670 lb/ foot, NOT 670 lb/in.

Question 22: Sheet CP502 Detail B7 calls out tie bar. Please clarify size.

Answer 22: The tie bar need to be the same size as the dowel bars. 1” Bar (#8) 20” long at 15” spacing’s. .

Question 23: Sheet CP503 Detail A7 Typical Dowel Bar basket. No joint types reference a doweled contraction joint. Please clarify the intent dowel bar basket detail.

Answer 23: As for the dowel bar baskets those are required if the contractor elects to do double lane paving. The baskets would be need to run down the contraction joint that would midway between the panels. If the contractor does not elect to pave double lanes than they are not needed.

Question 24: Section 32 01 11.51 Rubber and Paint Removal from Airfield Pavements does not appear to show up in the drawings anywhere? Are there portions outside of the demolished pavements where coatings are to be removed? If so, where are they shown? Please advise.

Answer 24: Paint removal is required for the re-striping of the various marking configurations due to phasing and permanent conditions.

Question 25: In reviewing the contract specifications, reference is made to Relining Sewer work ( Section 33 01 30.72). We are unable to find any work in the contract documents related to this specification section. Please confirm there is no Relining Sewers work in this contract.

Answer 25: The existing sewer line running beneath BLDG 325 shall be relined between structures JB B1 and DI B2.

Question 26A: On drawing sheet CD102 in the South Apron section, a run of water line with Note #211 states, “Demolish and remove existing water line within limits shown.”

Question 26B: This same run of water line is shown on drawing sheet CD404 South Apron Enlarged Demolition Plan with Note #231 which states, “Protect existing water line to remain”. Please clarify which notation is correct.

Answer 26A: CD 102 sheet note #211 – south of building 325, waterline to be protected, demo existing inground fire hydrant note #220

Answer 26B: CD 404 sheet note #231 is correct “Protect existing waterline to remain.

Question 27: Specification Section 02 61 13, Paragraph 1.3, says “The work consists of excavating and temporary storage of approximately 55,000 CY of contaminated material……Ground water is approximately 5-10 feet below pre-excavation ground surface…” Specification Section 31 00 00 page 8 paragraph 3.2.4 – Dewatering - states, “While the excavation is open, maintain the water level continuously, at least 2 feet below the working level.”

Please Note: There are no bore logs that show ground water levels or how they vary throughout the year.

Answer 27: Please see PG2 of the supplied Geotechnical Report included with the specifications under section entitled Groundwater.

Question 28: Specification Section 02 61 13, paragraph 3.5 speaks to sampling of bottom and walls of excavations, and paragraph 3.6.1 talks about stockpiling materials in 1,000 CY maximum piles with liners and covers. While paragraph 3.6.3 talks about liquid storage. Please Note: No onsite stockpile locations have been designated to support this scope of work.

Answer 28: The base will identify an area where the contractor may temporarily store material.

Question 29: Specification Section 02 61 13, paragraph 3.7 talks about sampling for every 500 CY of stockpiled material and every 500 gallons of liquid. It also talks about material that exceeds the action levels shall be treated as approved.

Specification Section 02 61 13, paragraph 3.9 deals with backfill of the contaminated excavation.

Plan drawing sheets H-101 through H-710 have boring locations and result which appear to show Hydrocarbon contamination throughout the repaving area.

Please Note: With the information provided in the contract documents, we are unable to quantify the volumes of contaminated soil materials and water.

Please consider the following:

In lieu of the current Lump Sum Pay Items, please consider adding unit price with estimated quantities or cost reimbursable contract pay items to handle the contaminated materials.

Potential added pay Items could be similar as stated below.

Description of Work Estimate Qty. Unit Price

1) Material testing per 500 cubic yard lot XXX $/Each

2) Material testing for liquid (water) per 500 gallon lot XXX $/Each

3) Contaminated material disposal to Dry Creek Landfill XXX $/Cubic Yard

4) Non-contaminated material offsite disposal XXX $/Cubic Yard

5) Contaminated water disposal at designated location XXX $/Gallon

6) Non-contaminated water disposal onsite XXX $/Gallon

Answer 29: The contractor shall carry in the base bid approximately 55,000 cubic yards for removal of unsuitable soil. This is to include excavation of all contaminated soils within the pavement and base section depths to the geogrid as well as excavation for utilities. The contractor shall include with their base bid a

1124873858N Cross-Out unit cost for unforeseen conditions that may result in greater or lesser volumes of contaminated soils. The soils shall be excavated and stockpiled on site or in an area approved by the contracting officer and tested as indicated in the specifications. Material that is excavated, tested and does not exceed action levels as indicated in the Contaminated Media Management Plan (Appendix A) may be disposed of offsite in accordance with state and local ordinances or re-used on site with the approval of the contracting officer. Material that is tested and exceeds action levels shall be treated in accordance with the approved Work Plan or hauled offsite and disposed of in accordance with State and local ordinances. This shall be coordinated with and require the approval of the contracting officer.

For ground water – The contractor shall carry in the base bid 20,000 gallons of contaminated groundwater for disposal. Sampling requirements for liquids will be 5000 gallons, or each individual container, whichever is smaller, instead of the 500 gallons identified in Specification Section 02 61 13, paragraph 3.7. Contractor must establish groundwater levels by core drilling prior to excavating base layer.

High ground water levels resulting in a volume larger than the established 20,000 gallons will be treated as an unforeseen site condition.

Question 30: Sheet CP501, the pavement material specification table references a spec section 32 11 23 which does not appear to be included in the project specification.

Please provide the needed specification.

Answer 30: This reference should read 32 11 20

Question 31: Regarding the spec section 32 11 23.23 there is information in this section regarding a bituminous/cement stabilized drainage layer, however I do not see as to where this is called out in the Pavement details on sheet CP501 or on the plan notes.

The details just call for a Drainage Layer. Is a bituminous/cement stabilized drainage layer required to be installed or is a Non-Stabilized Layer to be installed?

Answer 31: The 9” Drainage layer is to be stabilized.

Question 32: Sheet CG102 notes 12” RCP at the North portion of the West side of the Charlie Barn where it appears new trench drain will be installed. Will 12” RCP or Trench Drains be installed in this area?

Answer 32: Trench Drain will be installed. There will be no 12” RCP

Question 33: These questions and responses elude to a concrete mixing and batching plant being permissible on the construction site, presumably in the contractor’s staging area. However, per the below excerpt from section 32 13 14.13, that batch plant is to be located off the premises and no more than 15mins from the site with water and power not being available.

Answer 33: The contractor may locate the Batch plant in the Contractor Lay Down Area. If located off site the batch plant may be no more than 15 minutes away from the project site.

Contractor to use existing bid schedule in the solicitation.

1124873858N Cross-Out

DATE: 5 Jun 2019

Question 34: Please reference sheet CP 502; Detail D4 for Type ‘XE’ joints calls for “PAINT AND OIL AT END OF DOWEL”. Based on the use and location of this detail, it seems odd for there to be oil on the end of the reinforcement creating a “Slip” type system. Please confirm that no Oil is to be applied at any location, or, provide clarification on the intention of the “OIL”. As for the “PAINT” please confirm that this is intended to read Epoxy Coated.

Answer 34: Correct the reinforcement should not be painted or oiled.

Question 35: Please reference sheets CP 401 – CP 406; Concrete Joints appear to be specifically called out at each joint where they occur regardless of the joint being ‘typical’. i.e. on sheet CP401, all of the joints adjacent to the existing concrete for building 216 are called out as Type ‘XE’ and ‘R’, however, at building 219 only one joint is called out as Type ‘XE’. Are we to assume that all the joints along building 219 are to be Type ‘XE’ and thus ‘typical’?

Answer 35: This is correct for the existing to remain panels along the Eastern Face of 219, each joint should be considered XE. North and South of building 219 where the panels abut hangar door track and the building itself the joint should be B2.

Question 36: Per bullet no. one above, type ‘XE’ and Type ‘R’ joints are both to occur at the joint between new PCC and the existing concrete of Building 216. Type ‘XE’ and Type ’R’ appear to be slightly conflicting, as Type ‘XE’ shows an unknown reinforcement (presumably WWR) only spanning 5’ into the new concrete while Type ‘R’ shows it spanning and undetermined length up to 3” from the adjoining joint. Please confirm that ALL Type ‘XE” joints are to have WWR as scheduled and span from the existing concrete to within 3” of the opposite PCC edge.

Answer 36: If the panel is wholly reinforced as designated by ‘R’ the additional 5’ of reinforcement (either WWR or rebar mat as detailed under the reinforcement detail) is not necessary. If the joint is XR without an R designator the 5’ of reinforcement from the joint is required such as along the eastern face of 219 and all other locations where abutting existing pavement and the jointing pattern does not align with the proposed joints.

Question 37: WWR D6 X D6 /6” x 6” is not readily available. Can D9 X D9 @4” x 4” be substituted?

Answer 37: D9xD9 @ 4”x4” meets the cross sectional area steel requirement of

0.12 in²/ ft.

Question 38: Where single and double drop inlets are scheduled detail A1/S501 is referenced. At some of these locations the detail covers a larger arear than the PCC section is. Please reference sheet CP 401 and the PCC sections south of building 216 where the (4) DI’s are shown in 15’ PCC sections. At these locations, and other that may be similar, is the detail to be modified to fit the actual concrete section? Please advise.

Answer 38: The detail can be modified to fit individual locations but must be reviewed by the engineer. The structures must be a minimum of 5’ from the panel edge, and all adjustment must be made to the outer zone of reinforcement (#7’s @ 12” O.C.) The inner reinforcement (#7’s @ 6” O.C.) must remain as is. These locations will be limited to H-20 / F-15 aircraft traffic.

There are only two locations that would be able to receive an F-15 loading due to wingtip clearances in the other locations, and those would be limited to that as they are situated that nothing larger would be able to traverse these locations.

1. On sheet CP403 south of bldg. 219, the slab panels are 12.5’ x12.5’. The maximum loading that can be placed on this drop inlet is an H-20 loading at 16 kips single wheel load or a F-15C at 50 kips single wheel load. It is permissible to use a panel size of 12’-6”x12’-6” min with a single or double drop inlet centered in the panel. The adjustment should be made in the outer zones of #7@12” O.C.

reinforcement shown in A1/S-501. The size of zone and reinforcement in the #7@6” O.C. zone, as well as the size and reinforcement shown in E7 and A7/S-501 will remain as shown.

2. On sheet CP401 south of building 216, the slab panels are 15’x18’ and the edge of the drop inlets are not centered in the panel. This also happens on CP406 east of the Charlie Barns. The maximum loading that can be placed on these drop inlets is H-20 loading at 16 kips single wheel load or a F-15C at 50 kips single wheel load. It is permissible for these drop inlets to be located so its edge is a minimum of 5’ from the panel edge. The adjustment should be made in the outer zones of #7@12” O.C. reinforcement shown in A1/S-501. The size of zone and reinforcement in the #7@6” O.C. zone, as well as the size and reinforcement shown in E7 and A7/S-501 will remain as shown.