FA4417-16-R-0003 _Amendment_1.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83)

Prescribed by GSA

FAR (48 CFR) 53.243

The purpose of this amendment is to change Specif ication Section 32 12 16, Hot Mix Asphaut for Roads and change the location of the meeting place for the Site Visit.

1. Replace Ciivil Works IDIQ Specif ication Section 32 12 16, Hot Mix Asphalt for Roads dated 01 Jan 2016 to Hot Mix Asphalt for Roads dated

06 Jun 2016, attachment 2a.

2. Change the location of the site visit from 1st Special Operations Contracting Squadron to the Civil Engineering Squadron, 415

Independence Road, Bldg 90053 Hurlburt Field, FL. Site Visit w ill start at 1:00 PM (CST).

3. All other terms and conditions remain unchanged.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 3

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 07-Jun-2016

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X FA4417-16-R-0003

X 9B. DATED (SEE ITEM 11)

02-Jun-2016

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE

RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

07-Jun-2016

CODE

1 SOCONS

350 TULLY ST.

HURLBURT FIELD FL 32544

FA4417 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

FA4417-16-R-0003

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION A - SOLICITATION/CONTRACT FORM

The following have been modified:

BLOCK 10 CONTINUATION

- All offerors MUST complete the Online Representations and Certifications application @ https://www.sam.gov.

Failure to complete all required Representations and Certifications will make your proposal ineligible for award.

-The solicitation will be awarded IAW FAR Part 15, Contracting by Negotiation. Your attention is directed to

Sections L & M for proposal preparation.

- Contractors DUNS #:________________________________

- Contractors CAGE Code:______________________________

- DO: C2 NAICS CODE: 237310 SIZE STANDARD: $ 36,500,000.00

- A SITE VISIT HAS BEEN SCHEDULED FOR 14 JUN 2016, 1:00 PM (CST) AT THE 1ST SPECIAL

OPERATIONS CIVIL ENGINEERING SQUADRON, 415 INDEPENDENCE ROAD, BLDG 90053, HURLBURT

FIELD FL, 32544. FAX OR EMAIL WRITTEN REQUEST WITH THE NAME OF THOSE WHO WILL

ATTEND THE SITE VISIT TO ROBERT BURNS AND ROMEO REYES, FAX (850) 884-1272, EMAIL

ROMEO.REYES.1@US.AF.MIL AND ROBERT.BURNS.40@US.AF.MIL. REQUESTS MUST BE RECEIVED

NLT 13 JUN 2016, 10:00 AM (CST). ALL COMMERCIAL VECHICLES WILL ENTER THROUGH THE

COMMERCIAL VISITOR INSPECTION (CVI) GATE LOCATED OFF OF MARTIN LUTHER KING JR

BLVD. INDIVIDUALS IN PERSONAL OWNED VEHICLES (POV) WILL USE THE MAIN GATE OFF OF

HIGHWAY 98. INDIVIDUALS IN POV’S WILL NEED TO OBTAIN BASE PASS FROM THE VISITOR

CONTROL CENTER (VCC) ON THE SOUTHSIDE OF HWY 98. PLEASE ALLOW EXTRA TIME TO

OBTAIN YOUR PASS.

- SUBMISSION OF QUESTIONS: Questions regarding this solicitation must be submitted in writing in Word format to the individuals listed above no later than the close of business 5 business days after the site visit.

- SUBMISSION OF PROPOSALS: Offerors are responsible for submitting proposal so as to reach the Government office designated in the solicitation by the date/time specified. Personnel requiring access to Hurlburt Field for the purpose of delivering a proposal must FAX or E-mail a written request containing the company name and name of person(s) requiring access to Romeo Reyes and Robert Burns, FAX (850) 884-1272 and E-mail at romeo.reyes.1@us.af.mil and robert.burns.40@us.af.mil. Requests must be received NLT 24 hours prior to the date and time established for receipt of proposals. All commercial vehicles will enter through the CVI gate located off of

Martin Luther King Jr Blvd. Individuals in Personal Owned Vehicles (POV) will use the Main Gate off of Highway

98.

- VALID ID: For either the site visit or submission of proposals, all personnel requesting access to Hurlburt Field must possess a valid State or Government picture identification card. Personnel requesting vehicle access to

Hurlburt Field must provide a valid driver’s license, current vehicle registration, and valid vehicle insurance certificate.

SECTION J - LIST OF DOCUMENTS, EXHIBITS AND OTHER ATTACHMENTS

mailto:romeo.reyes.1@us.af.mil mailto:robert.burns.40@us.af.mil mailto:romeo.reyes.1@us.af.mil mailto:robert.burns.40@us.af.mil

FA4417-16-R-0003

The following have been modified:

LIST OF ATTACHMENTS

ATTACHMENT TITLE DATE NR OF PAGES

1. Contract Line Item Listing (Bid Schedule) 16 May 2016 45

2. Civil Works IDIQ Specifications 01 Jan 2016 320

3. Schedule of Wage Rates 08 Jan 2016 6

Decision No.: FL20160022

4. Past/Present Performance Questionnaire 04 Apr 2016 4

5. Financial Institution Reference Sheet 04 Apr 2016 1

6. Technical Evaluation Sample Project 22 Jan 2016 2

Statement of Work

7. Sample Project Working Time Analysis 22 Jan 2016 1

8. Technical Evaluation Sample Project 22 Jan 2016 2

Drawings

9. SEED Project 11 Mar 2016 2

Statement of Work

10. SEED Project Working Time Analysis 11 Mar 2016 1

11. SEED Project 10 Mar 2016 2

Design Drawing

12. SEED Project 10 Mar 2016 1

Site Utility & Location Map

13 Additional Contract Requirements 04 Apr 2016 3

AMENDMENTS: Amendments issued to this solicitation will be part of any resultant contract and will be listed above at the time of award.

2a-Amendment 0001, Specification Section 32 12 16 06 Jun 2016 21

(End of Summary of Changes)

Civil Works IDIQ CIVILWORKS

Section 32 12 16 Page 1

06 Jun 2016

FA4417-16-R-0003, Amendment 0001, Attachment 2a

SECTION 32 12 16

HOT-MIX ASPHALT (HMA) FOR ROADS

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Method of Measurement

The amount paid will be the number of in-place tons of hot-mix asphalt mixture used in the accepted work.

1.1.2 Basis of Payment

Quantities of hot-mix asphalt mixtures, determined as specified above, will be paid for at respective contract unit prices. Payment will constitute full compensation for furnishing all materials, equipment, plant, and tools;

and for all labor and other incidentals necessary to complete work required by this section of the specification.

1.1.3 Laboratory Air Voids and Theoretical Maximum Density

Laboratory air voids will be calculated by determining the Marshall or

Superpave density of each lab compacted specimen using the laboratory-prepared, thoroughly dry method of ASTM D2726/D2726M and determining the theoretical maximum density of every sample using ASTM D2041/D2041M.

Laboratory air void calculations will use the latest theoretical maximum density values obtained. All laboratory air void tests will be completed and reported within 24 hours after completion of construction of each lot.

1.1.4 In-place Density

For determining acceptance in-place density, random cores (4 inches or 6 inches in diameter) will be taken by an independent laboratory hired by the contractor, at a rate of three cores per 1000 square yards. Cores should be taken from the leveling, binder, and wearing/friction courses.

Representative samples may be taken from the joint (immediately over joint) of each area. Each core will be full thickness of the layer being placed.

If the core thickness does not meet requirements, it will not be included in the analysis and another core will be taken.

1.1.5 Mat and Joint Densities

The in-place mat and joint densities are expressed as a percentage of the mix design laboratory (SP-theoretical) maximum density. Structural courses

(S-1, S-3) will obtain 96% of the laboratory density. Superior performing pavement will obtain 93.0% of Gmm, +1.0% or –2.0%. Pavement with less than the minimum density will be rejected. No averaging of densities will be considered.

Section 32 12 16 Page 2

1.1.6.1 Straightedge Testing

Record location and deviation from straightedge for all measurements. When

Deviation exceeds requirements, area shall be removed and replaced at no cost to the Government.

1.1.6.2 Profilograph Testing

Record location and data from all profilograph measurements. When the

Profile Index of a 0.1 mile segment of a lot exceeds the tolerance specified in paragraph Smoothness Requirements the area extents will be identified and shall be removed/replaced at no additional cost to the Government

1.2 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 156 (2013) Standard Specification for

Requirements for Mixing Plants for Hot-Mixed, Hot-Laid Bituminous Paving Mixtures

AASHTO M 320 (2010; 2015) Standard Specification for

Performance-Graded Asphalt Binder

ASPHALT INSTITUTE (AI)

AI MS-2 (2015) Asphalt Mix Design Methods

AI MS-22 (2001; 2nd Ed) Construction of Hot-Mix

Asphalt Pavements

AI SP-2 (2001; 3rd Ed) Superpave Mix Design

ASTM INTERNATIONAL (ASTM)

ASTM C117 (2013) Standard Test Method for Materials

Finer than 75-um (No. 200) Sieve in Mineral

Aggregates by Washing

ASTM C1252 (2006) Standard Test Methods for Uncompacted

Void Content of Fine Aggregate (as Influenced by Particle Shape, Surface Texture, and

Grading)

ASTM C127 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and

Absorption of Coarse Aggregate

Section 32 12 16 Page 3

ASTM C128 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and

Absorption of Fine Aggregate

ASTM C131/C131M (2014) Standard Test Method for Resistance to

Degradation of Small-Size Coarse Aggregate by

Abrasion and Impact in the Los Angeles

Machine

ASTM C136/C136M (2014) Standard Test Method for Sieve

Analysis of Fine and Coarse Aggregates

ASTM C142/C142M (2010) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

ASTM C29/C29M (2009) Standard Test Method for Bulk Density

("Unit Weight") and Voids in Aggregate

ASTM C566 (2013) Standard Test Method for Total

Evaporable Moisture Content of Aggregate by

Drying

ASTM C88 (2013) Standard Test Method for Soundness of

Aggregates by Use of Sodium Sulfate or

Magnesium Sulfate

ASTM D140/D140M (2015) Standard Practice for Sampling

Bituminous Materials

ASTM D1461 (2011) Moisture or Volatile Distillates in

Bituminous Paving Mixtures

ASTM D2041/D2041M (2011) Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures

ASTM D2172/D2172M (2011) Quantitative Extraction of Bitumen from Bituminous Paving Mixtures

ASTM D2419 (2014) Sand Equivalent Value of Soils and

Fine Aggregate

ASTM D242/D242M (2009; R 2014) Mineral Filler for Bituminous

Paving Mixtures

ASTM D2489/D2489M (2008) Estimating Degree of Particle Coating of Bituminous-Aggregate Mixtures

ASTM D2726/D2726M (2014) Bulk Specific Gravity and Density of

Non-Absorptive Compacted Bituminous Mixtures

ASTM D2950/D2950M (2014) Density of Bituminous Concrete in

Place by Nuclear Methods

ASTM D3381/D3381M (2013) Viscosity-Graded Asphalt Cement for

Use in Pavement Construction

Section 32 12 16 Page 4

ASTM D3665 (2012) Random Sampling of Construction

Materials

ASTM D3666 (2013) Standard Specification for Minimum

Requirements for Agencies Testing and

Inspecting Road and Paving Materials

ASTM D4125/D4125M (2010) Asphalt Content of Bituminous Mixtures by the Nuclear Method

ASTM D4791 (2010) Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse

Aggregate

ASTM D4867/D4867M (2009; R 2014) Effect of Moisture on Asphalt

Concrete Paving Mixtures

ASTM D5444 (2015) Mechanical Size Analysis of Extracted

Aggregate

ASTM D6307 (2010) Asphalt Content of Hot Mix Asphalt by

Ignition Method

ASTM D6925 (2014) Standard Test Method for Preparation and Determination of the Relative Density of

Hot Mix Asphalt (HMA) Specimens by Means of the Superpave Gyratory Compactor

ASTM D6926 (2010) Standard Practice for Preparation of

Bituminous Specimens Using Marshall Apparatus

ASTM D6927 (2015) Standard Test Method for Marshall

Stability and Flow of Bituminous Mixtures

ASTM D946/D946M (2009a) Penetration-Graded Asphalt Cement for

Use in Pavement Construction

STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION (CALTRANS)

CTM 526 (2002) Operation of California Profilograph and Evaluation of Profiles

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 171 (1995) Standard Test Method for Determining

Percentage of Crushed Particles in Aggregate

1.3 SUBMITTALS

Submittals are required for Government approval on the following items:

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-03 Product Data

Mix Design

Section 32 12 16 Page 5

Quality Control

Material Acceptance

SD-06 Test Reports

QC Monitoring

Acceptance Testing

SD-07 Certificates

Asphalt Cement Binder

Testing Laboratory

1.4 ENVIRONMENTAL REQUIREMENTS

Do not place the hot-mix asphalt upon a wet surface or when the surface temperature of the underlying course is less than 45 degrees F. The temperature requirements may be waived by the Contracting Officer, if requested; however, meet all other requirements, including compaction.

Bituminous prime and tack coats shall be applied only when the ambient temperature in the shade is above 50 degrees F or when the temperature has not been below 35 degrees F for 12 hours immediately prior to application.

Application may commence when the base course is dry or contains moisture not in excess of the amount that will permit uniform distribution and the required penetration.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

Perform the work consisting of pavement courses composed of mineral aggregate and asphalt material heated and mixed in a central mixing plant and placed on a prepared course. HMA designed and constructed in accordance with this section shall conform to the lines, grades, thicknesses, and typical cross sections indicated. Construct each course to the depth, section, or elevation required by the drawings and roll, finish, and approve it before the placement of the next course.

2.1.1 Asphalt Mixing Plant

Plants used for the preparation of hot-mix asphalt shall conform to the requirements of AASHTO M 156 with the following changes:

2.1.1.1 Truck Scales

Weigh the asphalt mixture on approved, certified scales at the Contractor's expense. Inspect and seal scales at least annually by an approved calibration laboratory.

2.1.1.2 Testing Facilities

Section 32 12 16 Page 6

Provide laboratory facilities at the plant for the use of the Government's acceptance testing and the Contractor's quality control testing.

2.1.1.3 Inspection of Plant

Provide the Contracting Officer with access at all times, to all areas of the plant for checking adequacy of equipment; inspecting operation of the plant; verifying weights, proportions, and material properties; checking the temperatures maintained in the preparation of the mixtures and for taking samples. Provide assistance as requested, for the Government to procure any desired samples.

2.1.1.4 Storage bins

Use of storage bins for temporary storage of hot-mix asphalt will be permitted as follows:

a. The asphalt mixture may be stored in non-insulated storage bins for a period of time not exceeding 3 hours.

b. The asphalt mixture may be stored in insulated storage bins for a period of time not exceeding 8 hours. The mix drawn from bins shall meet the same requirements as mix loaded directly into trucks.

2.1.2 Hauling Equipment

Provide trucks for hauling hot-mix asphalt having tight, clean, and smooth metal beds. To prevent the mixture from adhering to them, the truck beds shall be lightly coated with a minimum amount of paraffin oil, lime solution, or other approved material. Petroleum based products shall not be used as a release agent. Each truck shall have a suitable cover to protect the mixture from adverse weather. When necessary to ensure that the mixture will be delivered to the site at the specified temperature, truck beds shall be insulated or heated and covers (tarps) shall be securely fastened.

2.1.3 Asphalt Pavers

Provide asphalt pavers which are self-propelled, with an activated screed, heated as necessary, and capable of spreading and finishing courses of hot-mix asphalt which will meet the specified thickness, smoothness, and grade.

The paver shall have sufficient power to propel itself and the hauling equipment without adversely affecting the finished surface.

2.1.3.1 Receiving Hopper

Provide paver with a receiving hopper of sufficient capacity to permit a uniform spreading operation and equipped with a distribution system to place the mixture uniformly in front of the screed without segregation. The screed shall effectively produce a finished surface of the required evenness and texture without tearing, shoving, or gouging the mixture.

2.1.3.2 Automatic Grade Controls

If equipped with a control system capable of automatically maintaining the specified screed elevation, the control system shall be automatically actuated from either a reference line and/or through a system of mechanical sensors or sensor-directed mechanisms or devices which will maintain the

Section 32 12 16 Page 7 paver screed at a predetermined transverse slope and at the proper elevation to obtain the required surface. The transverse slope controller shall be capable of maintaining the screed at the desired slope within plus or minus

0.1 percent. A transverse slope controller shall not be used to control grade. Provide controls capable of working in conjunction with any of the following attachments:

a. Ski-type device of not less than 30 feet in length.

b. Taut stringline set to grade.

c. Short ski or shoe for joint matching.

d. Laser control.

2.1.4 Rollers

Rollers shall be in good condition and shall be operated at slow speeds to avoid displacement of the asphalt mixture. The number, type, and weight of rollers shall be sufficient to compact the mixture to the required density while it is still in a workable condition. Do not use equipment which causes excessive crushing of the aggregate.

2.2 AGGREGATES

Provide aggregates consisting of crushed stone, crushed gravel, crushed slag, screenings, natural sand and mineral filler, as required. The portion of material retained on the No. 4 sieve is coarse aggregate. The portion of material passing the No. 4 sieve and retained on the No. 200 sieve is fine aggregate. The portion passing the No. 200 sieve is defined as mineral filler. Submit all aggregate test results and samples to the Contracting

Officer at least 14 days prior to start of construction.

2.2.1 Coarse Aggregate

Provide coarse aggregate consisting 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. All individual coarse aggregate sources shall meet the following requirements:

a. The percentage of loss shall not be greater than 40 percent after 500 revolutions when tested in accordance with ASTM C131/C131M.

b. The percentage of loss shall not be greater than 18 percent after five cycles when tested in accordance with ASTM C88 using magnesium sulfate

[or 12 percent when using sodium sulfate].

c. At least 75 percent by weight of coarse aggregate shall have at least two or more fractured faces when tested in accordance with COE CRD-C

171. Fractured faces shall be produced by crushing.

d. The particle shape shall be essentially cubical and the aggregate shall not contain more than 20 percent percent, by weight, of flat and elongated particles (3:1 ratio of maximum to minimum) when tested in accordance with ASTM D4791.

Section 32 12 16 Page 8

e. Slag shall be air-cooled, blast furnace slag, with a compacted weight of not less than 75 lb/cu ft when tested in accordance with ASTM

C29/C29M.

f. Clay lumps and friable particles shall not exceed 0.3 percent, by weight, when tested in accordance with ASTM C142/C142M.

2.2.2 Fine Aggregate

Fine aggregate shall consist of clean, sound, tough, durable particles free from coatings of clay, silt, or any objectionable material and containing no clay balls.

a. All individual fine aggregate sources shall have a sand equivalent value not less than 45 when tested in accordance with ASTM D2419.

b. The fine aggregate portion of the blended aggregate shall have an uncompacted void content not less than 45.0 percent when tested in accordance with ASTM C1252 Method A.

c. The quantity of natural sand (noncrushed material) added to the aggregate blend shall not exceed 25 percent by weight of total aggregate.

d. Clay lumps and friable particles shall not exceed 0.3 percent, by weight, when tested in accordance with ASTM C142/C142M

2.2.3 Mineral Filler

Mineral filler shall be nonplastic material meeting the requirements of ASTM

D242/D242M.

2.2.4 Aggregate Gradation

The combined aggregate gradation shall conform to gradations specified in

Table 4, when tested in accordance with ASTM C136/C136M and ASTM C117, 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.

Table 4. Aggregate Gradations

Sieve Size, inch Gradation 1 Percent

Passing by Mass

Gradation 2 Percent

Passing by Mass

Gradation 3 Percent

Passing by Mass

1 100 --- ---

3/4 76-96 100 ---

1/2 68-88 76-96 100

3/8 60-82 69-89 76-96

No. 4 45-67 53-73 58-78

Section 32 12 16 Page 9

Table 4. Aggregate Gradations

Sieve Size, inch Gradation 1 Percent

Passing by Mass

Gradation 2 Percent

Passing by Mass

Gradation 3 Percent

Passing by Mass

No. 8 32-54 38-60 40-60

No. 16 22-44 26-48 28-48

No. 30 15-35 18-38 18-38

No. 50 9-25 11-27 11-27

No. 100 6-18 6-18 6-18

No. 200 3-6 3-6 3-6

2.3 ASPHALT CEMENT BINDER

Asphalt cement binder shall conform to AASHTO M 320 Performance Grade (PG)

PG64-10 (PG67-22 may be used if approved by the Contracting Officer). As an alternate, ASTM D3381/D3381M Table 4, Viscosity Grade AC-30 for structural mixes. Test data indicating grade certification shall be provided by the supplier at the time of delivery of each load to the mix plant. Submit copies of these certifications to the Contracting Officer. The supplier is defined as the last source of any modification to the binder. The

Contracting Officer may sample and test the binder at the mix plant at any time before or during mix production. Obtain samples for this verification testing in accordance with ASTM D140/D140M and in the presence of the

Contracting Officer. Furnish these samples to the Contracting Officer for the verification testing, which shall be at no cost to the Contractor.

Submit samples of the asphalt cement specified for approval not less than 14 days before start of the test section. Submit copies of certified test data, amount, type and description of any modifiers blended into the asphalt cement binder.

2.4 MIX DESIGN

a. Develop the mix design. The asphalt mix shall be composed of a mixture of well-graded aggregate, mineral filler if required, and asphalt material. The aggregate fractions shall be sized, handled in separate size groups, and combined in such proportions that the resulting mixture meets the grading requirements of the job mix formula (JMF).

Submit proposed JMF; do not produce hot-mix asphalt for payment until a

JMF has been approved. The hot-mix asphalt shall be designed in accordance with Marshall (MS-02), Superpave (SP-2), or Hveem (MS-02) procedures and the criteria shown in Table 5. Use the hand-held hammer to compact the specimens for Marshall mix design. If the Tensile

Strength Ratio (TSR) of the composite mixture, as determined by ASTM

D4867/D4867M is less than 75, the aggregates shall be rejected or the asphalt mixture treated with an approved anti-stripping agent. The amount of anti-stripping agent added shall be sufficient to produce a

Section 32 12 16 Page 10

TSR of not less than 75. Provide an antistrip agent, if required, at no additional cost.

b. Unless otherwise indicated, superior performing asphalt Type 12.5 or structural mix S-1 are considered acceptable mixes for roads. Superior performing asphalt Type 9.5 or structural mix S-3 are considered acceptable mixes for parking lots. Combination of the above may be required per project design/application. At the option of the

Contractor, a currently approved FDOT Superpave hot mix or Structural

S-1, S-3 may be used in lieu of developing a hot mix design as described herein. Design the Superpave volumetric mix in accordance with AI SP-2 and ASTM D6925. The number of compaction gyrations, Ndes, shall be based on a design traffic of 3 to <10 equivalent single axle loads (EASLs) unless otherwise specified.

2.4.1 JMF Requirements

Submit in writing the job mix formula for approval at least 14 days prior to the start of the test section including as a minimum:

a. Percent passing each sieve size.

b. Percent of asphalt cement.

c. Percent of each aggregate and mineral filler to be used.

d. Asphalt viscosity grade, penetration grade, or performance grade.

e. Number of blows of hand-held hammer per side of molded specimen. (NA for Superpave)

f. Number of gyrations of Superpave gyratory compactor, (NA for Marshall mix design)

g. Laboratory mixing temperature.

h. Lab mixing temperature (plant) and roadway temperature (compaction).

i. Temperature-viscosity relationship of the asphalt cement.

j. Plot of the combined gradation on the 0.45 power gradation chart, stating the nominal maximum size.

k. Graphical plots of stability (NA for Superpave), flow (NA for

Superpave), air voids, voids in the mineral aggregate, and unit weight versus asphalt content as shown in AI MS-2.

l. Specific gravity and absorption of each aggregate.

m. Percent natural sand.

n. Percent particles with 2 or more fractured faces (in coarse aggregate).

o. Fine aggregate angularity.

p. Percent flat or elongated particles (in coarse aggregate).

Section 32 12 16 Page 11

q. Tensile Strength Ratio(TSR).

r. Antistrip agent (if required) and amount.

s. List of all modifiers and amount.

t. Correlation of hand-held hammer with mechanical hammer (NA for

Superpave).

u. Percentage and properties (asphalt content, binder properties, and aggregate properties) of reclaimed asphalt pavement (RAP) in accordance with paragraph RECYCLED HOT-MIX ASPHALT, if RAP is used.

Table 5. Mix Design Criteria

Test Property 50 Blows or Mix

Gyrations

75 Blows or Mix

Gyrations

Stability, pounds, minimum (NA for

Superpave)

*1000 *1800

Flow, 0.01 inch, (NA for Superpave) 8-18 8-16

Air voids, percent 3-5 3-5

Percent Voids in mineral aggregate

(VMA),(minimum)

Gradation 1 13.0 13.0

Gradation 2 14.0 14.3

Gradation 3 15.0 15.0

TSR, minimum percent 75 75

* This is a minimum requirement. The average during construction shall be significantly higher than this number to ensure compliance with the specifications.

** Calculate VMA in accordance with AI MS-2, based on ASTM C127 and ASTM C128 bulk specific gravity for the aggregate.

2.4.2 Adjustments to Field JMF

Keep the Laboratory JMF for each mixture in effect until a new formula is approved in writing by the Contracting Officer. Should a change in sources of any materials be made, perform a new laboratory JMF design and submit for approval before the new material is used. The Contractor will be allowed to adjust the Laboratory JMF within the limits specified below to optimize mix volumetric properties with the approval of the Contracting Officer.

Section 32 12 16 Page 12

Adjustments to the Laboratory JMF shall be applied to the field (plant) established JMF and limited to those values as shown. Adjustments shall be targeted to produce or nearly produce 4 percent voids total mix (VTM).

TABLE 6. Field (Plant) Established JMF Tolerances

Sieves Adjustments (plus or minus), percent

1/2 inch 3

No. 4 3

No. 8 3

No. 200 1

Binder Content 0.4

If adjustments are needed that exceed these limits, develop a new mix design for the Contracting Officers review and approval. Tolerances given above may permit the aggregate grading to be outside the limits shown in Table 4;

while not desirable, this is acceptable, except for the No. 200 sieve, which shall remain within the aggregate grading of Table 4.

2.5 RECYCLED HOT MIX ASPHALT

Recycled HMA shall consist of reclaimed asphalt pavement (RAP), coarse aggregate, fine aggregate, mineral filler, and asphalt cement to produce a consistent gradation and asphalt content and properties. When RAP is fed into the plant, the maximum RAP chunk size shall not exceed 2 inches.

Design the recycled HMA mix using procedures contained in AI MS-2 and AI MS-

22. The job mix shall meet the requirements of paragraph MIX DESIGN. The amount of RAP shall not exceed 15 percent.

2.5.1 RAP Aggregates and Asphalt Cement

The blend of aggregates used in the recycled mix shall meet the requirements of paragraph AGGREGATES. Establish the percentage of asphalt in the RAP for the mixture design according to ASTM D2172/D2172M or ASTM D6307 using the appropriate dust correction procedure.

2.5.2 RAP Mix

The blend of new asphalt cement and the RAP asphalt binder shall meet [the dynamic shear rheometer at high temperature and bending beam at low temperature] [penetration] [viscosity] requirements in paragraph ASPHALT

CEMENT BINDER. The virgin asphalt cement shall not be more than two standard asphalt material grades different than that specified in paragraph

ASPHALT CEMENT BINDER.

PART 3 EXECUTION

3.1 PREPARATION OF ASPHALT BINDER MATERIAL

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Heat the asphalt cement material avoiding local overheating and providing a continuous supply of the asphalt material to the mixer at a uniform temperature. The temperature of unmodified asphalts shall be no more than

330 degrees F when added to the aggregates. Performance-Graded (PG) asphalts shall be within the temperature range of 240 - 370 degrees F when added to the aggregate.

3.2 PREPARATION OF MINERAL AGGREGATE

Heat and dry the aggregate for the mixture prior to mixing. No damage shall occur to the aggregates due to the maximum temperature and rate of heating used. The temperature of the aggregate and mineral filler shall not exceed

350 degrees F when the asphalt cement is added. The temperature shall not be lower than is required to obtain complete coating and uniform distribution on the aggregate particles and to provide a mixture of satisfactory workability.

3.3 PREPARATION OF HOT-MIX ASPHALT MIXTURE

The aggregates and the asphalt cement shall be weighed or metered and introduced into the mixer in the amount specified by the JMF. Mix the combined materials until the aggregate obtains a uniform coating of asphalt binder and is thoroughly distributed throughout the mixture. Wet mixing time shall be the shortest time that will produce a satisfactory mixture, but no less than 25 seconds for batch plants. Establish the wet mixing time for all plants based on the procedure for determining the percentage of coated particles described in ASTM D2489/D2489M, for each individual plant and for each type of aggregate used. The wet mixing time will be set to at least achieve 95 percent of coated particles. The moisture content of all hot-mix asphalt upon discharge from the plant shall not exceed 0.5 percent by total weight of mixture as measured by ASTM D1461.

3.4 PREPARATION OF THE UNDERLYING SURFACE

Immediately before placing the hot mix asphalt, clean the underlying course of dust and debris. Apply a prime coat in accordance with the contract specifications.

3.5 TEST SECTION

Test Sections will not be used.

3.6 TESTING LABORATORY

Submit certification of compliance and Plant Scale Calibration

Certification. Use a laboratory to develop the JMF that meets the requirements of ASTM D3666. The Government may inspect the laboratory equipment and test procedures prior to the start of hot mix operations for conformance to ASTM D3666. The laboratory shall maintain the Corps certification for the duration of the project. A statement signed by the manager of the laboratory stating that it meets these requirements or clearly listing all deficiencies shall be submitted to the Contracting

Officer prior to the start of construction. The statement shall contain as a minimum:

a. Qualifications of personnel; laboratory manager, supervising technician, and testing technicians.

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b. A listing of equipment to be used in developing the job mix.

c. A copy of the laboratory's quality control system.

d. Evidence of participation in the AASHTO Materials Reference Laboratory

(AMRL) program.

3.7 TRANSPORTING AND PLACING

3.7.1 Transporting

Transport the hot-mix asphalt from the mixing plant to the site in clean, tight vehicles. Schedule deliveries so that placing and compacting of mixture is uniform with minimum stopping and starting of the paver. Provide adequate artificial lighting for night placements. Hauling over freshly placed material will not be permitted until the material has been compacted as specified, and allowed to cool to 140 degrees F. To deliver mix to the paver, use a material transfer vehicle operated to produce continuous forward motion of the paver.

3.7.2 Placing

Place and compact the mix at a temperature suitable for obtaining density, surface smoothness, and other specified requirements. The mix temperature must be the compaction temperature +/- 30 degrees F. Upon arrival, place the mixture to the full width by an asphalt paver; it shall be struck off in a uniform layer of such depth that, when the work is completed, it will have the required thickness and conform to the grade and contour indicated.

Regulate the speed of the paver to eliminate pulling and tearing of the asphalt mat. Unless otherwise permitted, placement of the mixture shall begin along the centerline of a crowned section or on the high side of areas with a one-way slope. Place the mixture in consecutive adjacent strips having a minimum width of 10 feet. The longitudinal joint in one course shall offset the longitudinal joint in the course immediately below by at least 1 foot; however, the joint in the surface course shall be at the centerline of the pavement. Transverse joints in one course shall be offset by at least 10 feet from transverse joints in the previous course.

Transverse joints in adjacent lanes shall be offset a minimum of 10 feet.

On isolated areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impractical, the mixture may be spread and luted by hand tools.

3.8 COMPACTION OF MIXTURE

After placing, the mixture shall be thoroughly and uniformly compacted by rolling. Compact the surface as soon as possible without causing displacement, cracking or shoving. The sequence of rolling operations and the type of rollers used shall be at the discretion of the Contractor. The speed of the roller shall, at all times, be sufficiently slow to avoid displacement of the hot mixture and be effective in compaction. Any displacement occurring as a result of reversing the direction of the roller, or from any other cause, shall be corrected at once. Furnish sufficient rollers to handle the output of the plant. Continue rolling until the surface is of uniform texture, true to grade and cross section, and the required field density is obtained. To prevent adhesion of the mixture to the roller, keep the wheels properly moistened but excessive water will not

Section 32 12 16 Page 15 be permitted. In areas not accessible to the roller, the mixture shall be thoroughly compacted with hand tampers. Any mixture that becomes loose and broken, mixed with dirt, contains check-cracking, or is in any way defective shall be removed full depth, replaced with fresh hot mixture and immediately compacted to conform to the surrounding area. This work shall be done at the Contractor's expense. Skin patching will not be allowed.

3.9 JOINTS

The formation of joints shall be performed ensuring a continuous bond between the courses and to obtain the required density. All joints shall have the same texture as other sections of the course and meet the requirements for smoothness and grade.

3.9.1 Transverse Joints

Do not pass the roller over the unprotected end of the freshly laid mixture, except when necessary to form a transverse joint. When necessary to form a transverse joint, it shall be made by means of placing a bulkhead or by tapering the course. The tapered edge shall be cut back to its full depth and width on a straight line to expose a vertical face prior to placing material at the joint. Remove the cutback material from the project. In both methods, all contact surfaces shall be given a light tack coat of asphalt material before placing any fresh mixture against the joint.

3.9.2 Longitudinal Joints

Longitudinal joints which are irregular, damaged, uncompacted, cold (less than 175 degrees F at the time of placing adjacent lanes), or otherwise defective, shall be cut back a maximum of 3 inches from the top of the course with a cutting wheel to expose a clean, sound vertical surface for the full depth of the course. All cutback material shall be removed from the project. All contact surfaces shall be given a light tack coat of asphalt material prior to placing any fresh mixture against the joint. The

Contractor will be allowed to use an alternate method if it can be demonstrated that density, smoothness, and texture can be met.

3.10 QUALITY CONTROL

3.10.1 General Quality Control Requirements

Develop and submit an approved Quality Control Plan. Submit aggregate and

QC test results. Do not produce hot-mix asphalt for payment until the quality control plan has been approved addressing all elements which affect the quality of the pavement including, but not limited to:

a. Mix Design

b. Aggregate Grading

c. Quality of Materials

d. Stockpile Management

e. Proportioning

f. Mixing and Transportation

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g. Mixture Volumetrics

h. Moisture Content of Mixtures

i. Placing and Finishing

j. Joints

k. Compaction

l. Surface Smoothness

3.10.2 Testing Laboratory

Provide a fully equipped asphalt laboratory located at the plant or job site and meeting the pertinent requirements in ASTM D3666. Laboratory facilities shall be kept clean and all equipment maintained in proper working condition. The Contracting Officer shall be permitted unrestricted access to inspect the Contractor's laboratory facility, to witness quality control activities, and to perform any check testing desired. The Contracting

Officer will advise the Contractor in writing of any noted deficiencies concerning the laboratory facility, equipment, supplies, or testing personnel and procedures. When the deficiencies are serious enough to adversely affect test results, the incorporation of the materials into the work shall be suspended immediately and will not be permitted to resume until the deficiencies are corrected.

3.10.3 Quality Control Testing

Perform all quality control tests applicable to these specifications and as set forth in the Quality Control Program. The testing program shall include, but shall not be limited to, tests for the control of asphalt content, aggregate gradation, temperatures, aggregate moisture, moisture in the asphalt mixture, laboratory air voids, stability (NA for Superpave), flow (NA for Superpave), in-place density, grade and smoothness. Develop a

Quality Control Testing Plan as part of the Quality Control Program.

3.10.3.1 Asphalt Content

A minimum of two tests to determine asphalt content will be performed per

1000 SY or fraction thereof placed by one of the following methods: the extraction method in accordance with ASTM D2172/D2172M, Method A or B, the ignition method in accordance with ASTM D6307, or the nuclear method in accordance with ASTM D4125/D4125M. Calibrate the ignition oven or the nuclear gauge for the specific mix being used. For the extraction method, determine the weight of ash, as described in ASTM D2172/D2172M, as part of the first extraction test performed at the beginning of plant production;

and as part of every tenth extraction test performed thereafter, for the duration of plant production. The last weight of ash value obtained shall be used in the calculation of the asphalt content for the mixture.

3.10.3.2 Gradation

Determine aggregate gradations a minimum of twice per 1000 SY or fraction thereof from mechanical analysis of recovered aggregate in accordance with

ASTM D5444. When asphalt content is determined by the ignition oven or

Section 32 12 16 Page 17 nuclear method, aggregate gradation shall be determined from hot bin samples on batch plants, or from the cold feed on drum mix plants. For batch plants, test aggregates in accordance with ASTM C136/C136M using actual batch weights to determine the combined aggregate gradation of the mixture.

3.10.3.3 Temperatures

Check temperatures at least four times per 1000 SY or fraction thereof, at necessary locations, to determine the temperature at the dryer, the asphalt cement in the storage tank, the asphalt mixture at the plant, and the asphalt mixture at the job site.

3.10.3.4 Aggregate Moisture

Determine the moisture content of aggregate used for production a minimum of once per 1000 SY or fraction thereof in accordance with ASTM C566.

3.10.3.5 Moisture Content of Mixture

Determine the moisture content of the mixture at least once per 1000 SY or fraction thereof in accordance with ASTM D1461 or an approved alternate procedure.

3.10.3.6 Laboratory Air Voids, Marshall Stability and Flow

Take mixture samples at least four times per 1000 SY or fraction thereof compacted into specimens, using 75 blows per side with the hand-held

Marshall hammer as described in ASTM D6926. When the Superpave gyratory compactor is used, mixes will be compacted to 75 gyrations in accordance with ASTM D6925. Hot-mix provided under the FDOT Superpave option shall be compacted in accordance with the FDOT requirements. After compaction, determine the laboratory air voids of each specimen. Stability and flow shall be determined for the Marshall-compacted specimens, in accordance with

ASTM D6927.

3.10.3.7 In-Place Density

Conduct any necessary testing to ensure the specified density is achieved.

A nuclear gauge may be used to monitor pavement density in accordance with

ASTM D2950/D2950M.

3.10.3.8 Grade and Smoothness

Conduct the necessary checks to ensure the grade and smoothness requirements are met in accordance with paragraphs MATERIAL ACCEPTANCE and PERCENT

PAYMENT.

3.10.3.9 Additional Testing

Any additional testing, which the Contractor deems necessary to control the process, may be performed at the Contractor's option.

3.10.3.10 QC Monitoring

Submit all QC test results to the Contracting Officer as the tests are performed. The Contracting Officer reserves the right to monitor any of the

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Contractor's quality control testing and to perform duplicate testing as a check to the Contractor's quality control testing.

3.10.4 Sampling

When directed by the Contracting Officer, sample and test any material which appears inconsistent with similar material being produced, unless such material is voluntarily removed and replaced or deficiencies corrected by the Contractor. All sampling shall be in accordance with standard procedures specified.

3.10.5 Control Charts

For process control, establish and maintain linear control charts on both individual samples and the running average of last four samples for the parameters listed in Table 8, as a minimum. These control charts shall be posted as directed by the Contracting Officer and kept current at all times.

The control charts shall identify the project number, the test parameter being plotted, the individual sample numbers, the Action and Suspension

Limits listed in Table 8 applicable to the test parameter being plotted, and the Contractor's test results. Target values from the JMF shall also be shown on the control charts as indicators of central tendency for the cumulative percent passing, asphalt content, and laboratory air voids parameters. When the test results exceed either applicable Action Limit, take immediate steps to bring the process back in control. When the test results exceed either applicable Suspension Limit, halt production until the problem is solved. Use the control charts as part of the process control system for identifying trends so that potential problems can be corrected before they occur. Make decisions concerning mix modifications based on analysis of the results provided in the control charts. The Quality Control

Plan shall indicate the appropriate action to be taken to bring the process into control when certain parameters exceed their Action Limits.

Table 8. Action and Suspension Limits for the Parameters to be Plotted on

Individual and Running Average Control Charts

Individual Samples Running Average of

Last Four Samples

Parameter to be Plotted Action

Limit

Suspension

Limit

Action

Limit

Suspension

Limit

No. 4 sieve, Cumulative percent passing, deviation for JMF target;

plus or minus values

6 8 4 5

No. 30 sieve, Cumulative percent passing, deviation for JMF target;

plus or minus values

4 6 3 4

No. 200 sieve, Cumulative percent passing, deviation for JMF target;

plus or minus values

1.4 2.0 1.1 1.5

Stability, pounds (minimum) (NA for Superpave)

75 Blow JMF 1800 1700 1900 1800

50 Blow JMF 1000 900 1100 1000

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Flow, 0.01 inch (NA for Superpave)

75 Blow JMF 8 min. 7 min. 9 min. 8 min.

16 max. 17 max. 15 max. 16 max.

50 Blow JMF 8 min. 7 min. 9 min. 8 min.

18 max. 19 max. 17 max. 18 max.

Asphalt content, percent deviation from JMF target; plus or minus value

0.4 0.5 0.2 0.3

Laboratory Air Voids, percent deviation from JMF target value

No specific action and suspension limits set since this parameter is used to determine percent payment

In-place Mat Density, percent of

TMD

No specific action and suspension limits set since this parameter is used to determine percent payment

In-place Joint Density, percent of

TMD

No specific action and suspension limits set since this parameter is used to determine percent payment

3.11 MATERIAL ACCEPTANCE

Testing for acceptability of work will be performed by an independent laboratory hired by the Contractor. Submit test results to the Contracting

Officer. Acceptance of the plant produced mix and in-place requirements will be on a project quantity basis. Grade and surface smoothness determinations will be made on the project as a whole.

3.11.1 Density

Determine field density of pavement by densities of 6-inch diameter cores obtained from the leveling, binder, and wearing/friction courses: take three cores for each 1000 square yards or fraction thereof of course placed.

The in-place mat and joint densities are expressed as a percentage of the mix design laboratory (SP-theoretical) maximum density. Structural courses

(S-1, S-3) will obtain 96% of the laboratory density. Superior performing pavement will obtain 93.0% of Gmm, +1.0% or –2.0%. Pavement with less than the minimum density will be rejected. No averaging of densities will be considered.

3.11.2 Thickness

Determine thickness of binder and wearing courses from samples taken for the field density tests. The maximum allowable deficiency at any point shall not be more than 1/4-inch less than the thickness for the indicated course.

Average thickness of course or of combined courses shall be not less than the indicated thickness. Deviations must be approved by the Contracting

Officer.

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3.11.3 Grade

Finish grades of each course placed shall not vary from the finish elevations, profiles, and cross sections indicated by more than 1/2 inch.

Finished surface of the final wearing course shall be tested by running lines of levels at intervals of 25 feet longitudinally and transversely to determine elevations of completed pavement. Within 45 days after completion of final placement, perform a level survey at the specified grid spacing (25 linear feet per lane unless noted) and plot the results on a plan drawn to the same scale as the drawings. Elevations not in conformance with the specified tolerance shall be noted on the plan in an approved manner. The

Contracting Officer will inform the Contractor in writing of paved areas that fail to…