Asphalt_RFI.pdf

REQUEST FOR INFORMATION

Asphalt and RAP

The Minneapolis-St Paul Air Reserve Station is requesting information on current market capabilities to provide supplies and services to assist in a teaming effort to construct a perimeter road.

Scope Information:

This is a teaming event in which an Air Force Civil Engineer (CE) unit is currently constructing a perimeter road at the Minneapolis-St Paul Air Reserve Station. The requirement consist of the delivery and supply of asphalt, application of prime and tact coat and acceptance of reclaimed asphalt pavement (RAP) to OFFSET for cost associated with new asphalt material.

The contractor shall deliver approximately 2,400 tons of asphalt to the Minneapolis-St Paul Air Reserve Station. Prior to the laying of the asphalt, the CE unit is requesting the contractor to spray the prime coat 16 August. After the prime coat is sprayed, the plan is to lay at a rate of 65 tons per hour for approximately 6 hours a day for four days for the first lift. After the first lift is laid, the contractor is required to apply the tact coat. The contractor will then continue to deliver asphalt for the second lift at the same rate of 65 tons per hour until complete.

The government will have an asphalt machine and the manpower to operate. This is a government training project hence the slower rate and extended days.

Additionally, the contractor will be asked to accept up to approximately 1,800 tons of RAP to OFFSET for cost associated with new asphalt material. The RAP will be delivered by the government to the designated location.

The following is a list of what they require the units to be and what they expect them to be able to perform;

TECHNICAL REQUIREMENTS FOR ASPHALT

HOT MIX ASPHALT MIX DESIGN

1. Mix Design: For asphalt orders the Contractor shall submit a hot mix asphalt design that shall conform to the requirements of AASHTO M 156 and MnDOT Standards for Construction.

HOT MIX ASPHALT AGGREGATE

2. Aggregates shall consist of crushed stone, crushed gravel, screenings, natural sand, and mineral filler, as required per the SOW in individual orders. The portion of material retained on the 4.75 mm Sieve is considered coarse aggregate. The portion of material passing the 4.75 mm Sieve and retained on the 0.075 mm Sieve is considered fine aggregate. No round aggregate will be accepted the portion passing the 0.075 mm Sieve is defined as mineral filler. All aggregate test results and samples shall be approved by the COR at least 14 days prior to start of construction. Aggregate testing shall have been performed within 90 days of performing the mix design.

COURSE AGGREGATE

3. Coarse aggregate shall consist of sound, tough, durable particles, free from films of material that would prevent thorough coating and bonding with the asphalt material and free from organic matter and other deleterious substances. At least 75 percent by weight of coarse aggregate shall have at least two or more fractured faces when tested in accordance with ASTM D5821.

Fractured faces shall be produced by crushing. The particle shape shall be essentially cubical and the aggregate shall not contain more than 5 percent, by weight, of flat and elongated particles (5:1 ratio of maximum to minimum) when tested in accordance with ASTM D 4791. Clay lumps and friable particles shall not exceed 0.3 percent, by weight, when tested in accordance with ASTM C 142/C 142M. Test results will be approved by the COR.

FINE AGGREGATE

4. Fine aggregate shall consist of clean, sound, tough, durable particles. The aggregate particles shall be free from coatings of clay, silt, or any objectionable material and shall contain no clay balls. The quantity of natural sand (un-crushed material) added to the aggregate blend shall not exceed 15 percent by total weight of aggregate. The individual fine aggregate sources shall have a sand equivalent value greater than 45 when tested in accordance with ASTM D 2419. The fine aggregate portion of the blended aggregate shall have an un-compacted void content greater than

45.0 percent when tested in accordance with ASTM C 1252 Method A. Clay lumps and friable particles shall not exceed 0.3 percent, by weight, when tested in accordance with ASTM C 142/C 142M. Test results will be approved by the COR.

AGGREGATE GRADATION

5. The combined aggregate gradation shall conform to gradations specified in Table 2, when tested in accordance with ASTM C 136 and ASTM C 117, and shall not vary from the low limit on one Sieve to the high limit on the adjacent Sieve or vice versa, but grade uniformly from coarse to fine. Test results will be approved by the COR.

Table 2 – Hot-Mix Asphalt Gradation Limits Sieve Size, mm Percent Passing by Mass

19.0 100 12.5

76-96

9.5

69-89 4.75

53-73

2.36

38-60 1.18

26-48

0.6

18-38 0.3

11-27

0.15

6-18 0.075

3-6

PRIME COAT

6. Prime coat shall consist of emulsified asphalt conforming to ASTM D 977, Type SS1h or ASTM D 2397, Type CSS-1h. The emulsified asphalt should be diluted with no more than an equal volume of water. The base asphalt used to manufacture the emulsion shall show a negative spot when tested in accordance with AASHTO T 102 using standard naphtha.

TACK COAT

7. Tack coat shall consist of emulsified asphalt conforming to ASTM D 977, Type SS1H or ASTM D 2397, Type CSS-1H. The emulsified asphalt should be diluted with no more than an equal volume of water. The base asphalt used to manufacture the emulsion shall show a negative spot when tested in accordance with AASHTO T 102 using standard naphtha.

ASPHALT CEMENT BINDER

8. Asphalt cement binder shall conform to ASTM D 946/D 946M Penetration Grade 60-70. Test data indicating grade certification shall be provided by the supplier at the time of delivery of each load to the mix plant. Copies of these certifications shall be approved by the COR - before start of asphalt placement. The supplier is defined as the last source of any modification to the binder. The COR may sample and test the binder at the mix plant at any time before or during mix production. Samples for this verification testing shall be obtained by the Contractor in accordance with ASTM D140/D 140M. These samples shall be furnished to the COR for the verification testing, which shall be at no cost to the Government.

TRANSPORTING HOT-MIX ASPHALT

9. The hot-mix asphalt shall be transported from the mixing plant to the site in clean, tight vehicles. Hauling over freshly placed material will not be permitted. The Contractor shall maintain a hot mix asphalt temperature of 290ºF with a tolerance of ±10º F from the time the hot mix asphalt leaves the batch plant to the time the Contractor reaches the job site. Any material delivered to site that is outside of prescribed temperature range will be rejected and disposed of at contractor’s expense.

If your company believes they can provide something of this nature please contact the following;

Sharon Frank-Scheierl sharon.frank-scheierl.2@us.af.mil mailto:sharon.frank-scheierl.2@us.af.mil