B6 - Questions and Answers - Dated 28 May 2025.pdf

QUESTIONS AND ANSWERS RELATED TO :

SOLICITATION W50S7L-25-B-A002

As of 28 May 2025

Q1. Concrete Mix Design Requirements

The concrete mix design requirements—including detailed proportioning studies and aggregate quality testing. This includes: - Aggregate testing conducted within one year of submittal (1.3.2.1), - 28-day ASR testing and petrographic analysis via ASTM C295 for coarse aggregates (2.3), - Three-point mix design curve (2.13.2). These requirements demand substantial time and financial investment from bidders during the proposal phase.

We respectfully request confirmation that no changes to these requirements will be made post-award.

A1. These specifications are to meet Airfield Concrete requirements, specification is pulled from most recent USGS. Please note first statement in Section 32 13 14.14 Pg 77, 2.1 on existing mix design availability.

Q2. Concrete Discharge Time Limits

This paragraph limits concrete placement to within 90 minutes of cement discharge into the mixer. However, modern hydration stabilizers effectively extend the workable life of concrete. Given that the project involves many small-volume placements, allowing an extended discharge time would: - Improve batching efficiency, - Enhance consistency across placements, - Reduce risk of cold joints. We request approval to extend the allowable discharge time to 150 minutes when hydration stabilizers are used.

A2. Allowable discharge time can be extended to 150 minutes when hydration stabilizers are used. Hydration stabilizers must be in the concrete design if used.

Q3. Clarification on Overcutting

Is overcutting allowed on the 42” x 42” x 9” cutout sections during demolition or replacement? Please clarify if there are dimensional tolerances or constraints on overcutting these concrete removal areas. If overcutting is permitted, are there restrictions on maximum allowable overage or backfill/repair procedures?

Q3. Overcutting is allowed on the cutout sections. Contractor to cut the minimal amount of overcutting to allow for the bottom intersection of concrete to be cleanly cut.

Q4. Existing PCC Pavement Testing Requirements

Are there any Government requirements for coring or testing the existing Portland Cement Concrete (PCC) pavement prior to or during demolition and replacement? Please clarify whether the following are required: - Compressive strength testing - Environmental (e.g., hazardous materials) testing - Thickness verification - Condition assessment (e.g., delamination, cracking, etc.) Additionally, if coring or in-situ testing is required, please specify: - Test frequency, - Acceptable testing methods (e.g., ASTM standards), - Whether government will provide historical test results (if available).

A4. No coring or testing of the existing PCC pavement is required. Testing frequency of new concrete will follow specifications in Section 32 13 14.14. Subsection 3.11

Q5. Joint Repair & Sealing

Please state the unit counts in LF of the joint repair and sealing, and advise if spalling repair is part of this task? If so, what SQ of spalling repair is to be completed?

A5. Joint seal, Detail C-201 #1 has approximately 5,400 linear feet. Spall repair is not a part of this task.

Q6. Barricades & Free Zone

Please advise if this project will have a free zone. If so, what are the operational constraints of the free zone (i.e. can equipment be left overnight).

Please also confirm which barricades are required, who supplies them, and if they are to encompass the entire work area or will be moved in phases (i.e. per parking space).

A6. Montana Air National Guard Free Zone will exist and there will be no operational constraints within freezone. Freezone does not extend into the controlled movement area, which is controlled by the FAA tower. Equipment can be left overnight, however, must be in a stored position and cleaned up to prevent FOD. Barricades are required at connections to the taxiway and operational apron. Additionally, barricades will be required when the taxiway is closed for work within the controlled movement area. Barricades are to be provided by the contractor.

Q7. Deployment Prerequisites

Has an FAA Obstruction Study been initiated? If not, will that be the government’s responsibility or contractors?

Has an airfield waiver been initiated? If not, will that be the government’s responsibility or contractors?

A7. FAA Obstruction Study not required, not constructing any new vertical structure. Airfield notice FAA 7460-1 filed by government.

Q8. Grounding Rods

For installation of the grounding rods, at what depth is the weathered sandstone encountered?

A8. Weathered sandstone at MTANG is approximately 4’ below grade. Historically, to provide adequate depth for the not less than 10 ft long rod, coring with a drill rig was used. Once grounding rod is installed, backfill cored hole with material that provides not more than 10,000 ohms of resistance.

Q9. Sheet C-201 Expansion Joints

Asphalt to concrete joints shows 1 ½” wide x ½” deep min with no backer rod / industry standard ¾” to 1” wide with backer rod .

NOTES : States a completely different joint seal calls for compression seal, this material is a rigid material not a pourable material. Compression seal is not compatible to an asphalt to concrete joint.

A9. The asphalt to PCC joint sealant isn’t designed to be a compression joint. Delete the last portion of C-201 Expansion Joint Note 4 – “ AS AN EQUAL TO RPREFORMED

COMMPRESSION SEALER”

Deleted Note 3.

See Drawing revisions dated May 21, 2025 for specifics.

The hot applied sealant doesn’t need to be fuel resistant. No backer rod is required. The sealant must meet ASTM D6690 Type III PER the detail. The basis of design sealant is Crafco

ROADSAVER 222

Q10. Joint Seal

What type of Joint seal for construction joints around the tie downs jet fuel resistance?

A10. DOWSIL 890-SL is currently being used around the existing tiedowns.

Q11. Expansion Joint Linier Footage

What is the linier footage for the expansion joint replacement area?

A11. Main Ramp = 2,034LF Spot 13/M8 & M9 = 258 LF Total = 2,292

Q12. Markings

Does MANG have any quantities or takeoff of the markings required beyond the notes shown on C-202?

A12. No

Q13. Approximation of Markings

Also, regarding C-202 what does the approximation actually mean. For example “DETAIL “A” REQUIRES APPROXIMATELY 2,025’ OF NEW MARKINGS? If you refer to detail A 2 Six Inch Yellow Lines and 1 Six Inch White Line are shown. Would this 2025’ of marking refer to 3037 Square Feet (3 Six inch lines * 2025)? There also doesn’t appear to be approximations for Details D, F, G, and H.

A13. The distance called out on C-202 are the single line distance the item shown in the detail. For example, in Detail A the estimator will need to multiply 2025ft x 2 yellow lines = 5,050 Lineal Feet (LF) of yellow line and the white line is 1 x 2,2025ft = 2,025 LF of white line. The line lengths are called out as approximate because the design team didn’t go physical measure each line rather used electronic sources such as GIS Imagery and Google Maps which had known error factors. Note: FAR Clause 52.211-18 is referenced and in effect in this solicitation. This clause allows for the estimated quantities on the drawings to be ± 15%. In summary, please double check the lengths for the line painting.

Q14. Static Ground Points

Are we able to install all static ground points at the same time or do they need to be done in phases?

A14. Static grounds must be phased, Spot 1-6 & 13 at once. Followed by Spot 7-12.

Q15. Joint Seal

Will joint seal be required around static ground rod locations?

A15. No

Q16. Drawings Questions

This question concerns the two questions below? During the layout if the new anchor block is on top of an existing joint is it permissible to span the anchor block across the joint? Can we adjust individual anchor blocks or do we adjust total layout.

• From drawings: General note 2 on page 3 of 5, page C-200… dimensions shown are for a typical layout. Adjustments shall be made to maintain a minimum 3’ distance from apron joints.

• Also, page 4 of 5 sheet C201… note 2, the minimum distance from the edge of the retrofit anchor block to a slab joint is 36”. If the anchor bar must be closer to the joint, the anchor block will be expanded to the nearest joint.

A16. Cannot span the joint and cannot move the total layout. The individual tiedown will be adjusted to meet minimum requirements in Sheets C-200 & C-201.

Q17. Do the Superintendent, SSHO and QC Manager need to be 3 separate individuals?

A17. No

Q18. Can the period of performance be extended after award once the material/equipment lead times are confirmed due to current market conditions for the equipment for this project?

A18. Period of Performance is based on reasonable lead times. If contractor is having issues acquiring equipment, the KO will work with them to determine what is reasonable.

Q19. Please provide the site visit attendee sign in sheet?

A19. The pre-bid site visit attendance sheet was posted to SAM.gov on 15 May 2025.

Q20. Are soil boring reports available? If not, it will be assumed that excavation will be clear of rocks and obstructions.

A20. Soil boring not required, excavation should not be required.

Q21. Is there a bulk water fill i.e. a hydrant or water source we can pump from for grading operations in close proximity?

A21. Grading shouldn’t be required, contractor required to bring water on site.

Q22. Is this project tax exempt?

A22. No

Q23. When do you anticipate on site work starting?

A23. As soon as project is awarded to complete in time for Period of Performance.

Q24. Are third party inspections required?

A24. For concrete specification, yes.

Q25. Is permitting required?

A25. Yes

Q26. Are we responsible to remove the existing tie down foundations in their entirety?

A26. Existing tiedowns are to remain in place.

Q27. What are the existing dimensions for the existing tiedown foundations?

A27. Existing tiedowns are based on the drawing sheet detail.

Q28. Will the new tiedown locations be exactly the same as the existing?

A28. No, they are to match the drawings, sheet C-200 Spots 1-13.

Q29. Can you confirm a 10" depth for the new foundations will meet the requirements?

A29. Yes, drawing will meet requirements

Q30. Can we shut down the apron parking area in its entirety for the duration of the project?

A30. Half of the spots must remain operational during construction. Recommended shut down Spot 1-6 & 13. Once work is complete shut down Spot 7-12.

Q31. Are there any phasing requirements?

A31. See above.

Q32. What are the requirements for barricades to shutdown the parking apron?

A32. Low profile barriers.

Q33. Do we need to account for lighted barricades?

A33. Yes

Q34. The specs call out a possible presence for lead paint. Has there been a report or is the contractor responsible to conduct a report post report?

A34. No lead paint exists.

Q35. If we are to complete a report post award what quantity of existing lead paint should we assume for bidding purposes?

A35. No lead paint exists.

Q36. Is an SWPPP required?

A36. Contractor to analyze project and determine if a SWPPP is required. If not required, contractor to create memo stating they analyzed the project and determined a SWPPP is not needed.

Q37. Do we need to account for silt fencing around the work zone?

A37. No

Q38. Is there a requirement for third party testing of the concrete and/or compaction?

A38. Yes

Q39. Is a survey required to lay out new foundations and pavement markings or is this like for like?

A39. No, contractor to follow Details on Sheet C-200 to determine layout location.